HomeMy WebLinkAboutDrainage Report Parkwood West Master March 2001
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Drainage Report
PARKWOOD WEST MASTER PLAN
Duke-Weeks Construction Limited Partnership
Indianapolis, Indiana
March 200 1
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TABLE OF CONTENTS
DRAINAG E SUMMARY & SITE MAPS............... ................... .......................... ........... .......... SECTION 1
DEVELOPED SITE DRAINAGE PLAN ................. ............ .............. ..... ...... .... ................ ........ SECTION 2
STORM SEWER CALCULATIONS........... ................................ ,.......................... ................. SECTION 3
WATERSHED MAPS ...... ................. ....... ..... ............... ;....... ........... ........... .................... .... SECTION 4
Woolpert
March 2001
Parkwood West Master Plan
Duke-Weeks Construction Limited Partnership
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DRAINAGE REPORT
Existing Conditions
The existing 36-acre site is located in the southwest quadrant of the intersection of Meridian
Street and Interstate 465 in the City of Carmel, Hamilton County, Indiana. At present, the site is
used for crop production with- clusters of trees. Soil types present on site include Crosby silt
loam, Brookston silt loam, and Miami silt loam. Approximately 22 acres of the overall
development currently drains to the southwest comer of the site. This comer of the site does not
have an adequate outlet, therefore, the storm water will be discharged into the 1-465 side ditch.
The discharge into this ditch will be limited to the 10-year pre-developed runoff rate of the 3.96
acres that are draining there currently. This release rate was dictated by the Hamilton County
Drainage Ordinance. Since we are outleting into the 1-465 drainage ditch, the developed
conditions will also need to meet Indiana Department of Transportation Standards. These
standards require that we control our outflow to the 25-year developed storm condition. Since
we are releasing our 100-year developed conditions at the lO-year pre-developed rate, we are
meeting this requirement. The allowable release rate from the site is 9.41cfs. According to the
FEMA Flood Boundary and Floodway Map, Community Panel 180081 0012 C, the site does not
lie in a floodplain.
Proposed Conditions
The proposed improvements include three multi-story office buildings, two parking garages,
detention pond, underground detention, storm and sanitary sewers, and other associated utilities.
The two outlots and the east parking garage will drain to the proposed detention pond, located on
the north side of the outlots, and then into the underground detention system. The rest of the site
will drain directly into the underground detention system through the storm sewer network. A
13.55" orifice plate will be placed on the outlet pipe from the underground detention system in
order to control the release rate of the entire site. A proposed watershed map for this site can be
found in Section 4 of this report
The pond and underground detention system were analyzed using the SCS Method and the
Advanced Interconnected Channel and Pond Routing (AdICPR) program version 2.11. The
interconnected pond and underground detention are designed to regulate the lOO-year, 24-hour
rainfall event to the 9.41 cfs release rate. This design releases 9.40cfs into the 15" pipe that
outlets into the 1-465 side ditch on the north site of the property.
Wool pert
March 2001
Parkwood West Master Plan
Duke.Weeks Construction Limited Partnership
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Pond A
Under
Deten.
N ormaI Pool
826.00
821.50
Release Rate (cfs)
1.33
9.40
Acrea e
0.23
Volume (Ac.ft)
2.06
3.36
The site was divided up into several sub-basins. This was done to determine what area was
going to each pond. The time of concentration was found for each individual basin by assuming
travel time over grass and pavement. The curve number was calculated for each drainage basin
based on the amount of impervious area and grass area within each basin and the type of soils
that are found on site. Time of concentration calculations and runoff values for each of the sub-
basins can be found in Section 3 of this report.
Conclusion
The development of this property includes three multi-story office buildings, parking garages,
two detention ponds, underground detention, the extension of all necessary utilities, and the
reduction of the storm water outflow. The proposed development of Parkwood West has been
designed in accordance with the Hamilton County Regulated Drain Design Details and
Standards, dated August 12, 1994. The post-developed release rate of 9.40cfs is equal to the 10-
year, 24-hour pre-development release rate, therefore, no adverse impacts are anticipated from
this development.
Woolpert
March 2001
Parkwood Wesl Master Plan
Duke-Weeks Construction Limiled Partnership
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II NATIONAl flOOD INSURANCE PROGRAM
FlOODW A Y
flOOD BOUNDARY AND
FlOODWAY MAP
CITY OF
CARMEL,
INDIANA
HAMILTON COUNTY
PANEL 12 OF 14
(SEE MAP INDEX FOR PANELS NOT PRINTED)
COMMUNITY-PANEL NUMBER
180081 0012 C
EFFECTIVE DATE:
MAY 19, 1981
federal emergency management agency
federal insurance administration
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EXISTING CONDITIONS
Woolpert
March 2001
Parkwood West Masler Plan
Duke-Weeks Construction Limited Partnership
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Area 1
Area 2
Area 3
Project: Parkwood West
Location: US 31/96th
Prepared by: SLP
Area or % Soil Type
0.64 B
1.59 C
Total: .a..,
Area or %
1.18
1.19
Total: _~
Area or %
8.65
10.00
0.34
2.04
Total: _~i1l~~
Soil Type
B
C
Soil Type
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Date: 03/01/2001
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Area 4
Area or % Soil Type CN
0.48 C 85
0.24 B 60
0.59 C 73
0.42 B 78
Area 5
Area 6
Area 7
Woods (fair
Woods (fair)
Total: .
Area or %
0.31
0.10
Total: ~_JilIII~
Area or %
0.57
0.26
0.64
0.24
0.43
Total:
Area or %
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Soil Type
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Project: Parkwood West
Location: US 31/96th
Prepared By: SLP
Date: 03/01/2001
Area 1 Area 2 rea 3 Area 4 Area 5
Cultivated Cultivated Cultivated Brush Grass
0.06 0.06 0.06 0.40 0.15
300 300 300 118 50
2.64 2.64 2.64 2.64 2.64
0.024 0.0057 0.0083 0.0237 . 0.1
un aved
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Watershed or subarea Tc or Tt.....hr
Watershed or subarea Tc or TL...min
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Area 6 Area 7
Grass Brush
0.15 0.4
300 220
2.64 2.64
0.02 0.011
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
PARK\.IOOD \JEST
10YR EXISTING CONDITIONS 03/01/01
G:\SD\PROJECTS\58661\ENGR\CALC\DET\EXISTING\10YR
"'''''''''''''''''''''''''' Basin SUimlary . 2YR24HR. *********************,,*"'**"'...."'.."'*"'*******..***
-----------------~---_._--------------------------~~--------------------_.._---~
"..*
Basin Name: AREAl AREAZ AREA3 AREA4 AREA5
Group Name: BASE BASE BASE BASE BASE
Node Name: EX EX EX EX EX
Hydrograph Type: UH UH UH UH UH
Unit Hydrograph: UH484 UH484 UH484 UH484 UH484
Peaking Factor: 484.00 484.00 484.00 484.00 484.00
spec Time Ine (min): 1.73 3.33 4.00 3.47 0.40
Comp Time Ine (min): 1.73 3.33 4.00 3.47 0.40
Rainfall File: SCSrI -24 SCSII -24 SCSIl-24 SCSII-24 SCSII -24
Rainfall Amount (in): 2.64 2.64 2.64 2.64 2.64
Storm Duration (hr): 24.00 24.00 24.00 24.00 24.00
Status: ONSIlE OFFSITE ONSIlE ONSIlE ONSITE
Time of Cone. (min): 13.00 25.00 30.00 26.00 3.00
Lag Time (hr): 0.00 0.00 0.00 0.00 0.00
Area (acres): 2.23 2.37 21.03 1.73 0.41
Vol of Unit Hyd (in): 1.00 1.00 1.00 1.00 1.00
Curve Number: 83.00 82.00 81. 00 76.00 74.00
O.CI A (X): 0.00 0.00 0.00 0.00 0.00
Time Max (hrs):
Flow Max Cds):
Runoff Volume (in):
Runoff Volume (cf):
12.05
3.29
1.16
9396
12.17
2.42
1.10
9468
12.20
18.08
1.04
79547
12.19
1.15
0.78
4895
12.01
0.47
0.69
1023
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
AREA6
BASE
EX
UH
AREA7
BASE
EX
UH
L ~~ - 24- t\-R ~~O\.j - 'i. LP-J cJ's
Unit Hydrograph: UH484 UH484
Peaking Factor: 484.00 484 . 00
Spec Time Inc (min): 4.00 7.46
Comp Time 1nc (min): 4.00 7.47
Rainfall Fi le: SCSlI -24 SCS11-24
Rainfall Amount (in): 2.64 2.64
Storm Duration (hr): 24.00 24.00
Status: ONS1TE ONSITE
Time of Cone. (min): 30.00 56.00
Lag Time Chr): 0.00 0.00
Area (acres): 2.14 0.58
Vol of Unit Hyd (in): 1.00 1.00
Curve Number: 77.00 61.00
DCrA (%): 0.00 0.00
Time Max (hrs): 12.20 12.69
Flow Max (ds): 1.40 0.04
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2]
Copyright 1995, Streamline Technologies, Inc.
PARK\oIOOO lJEST
10YR EXISTING CONDITIONS 03/01/01
G:\SD\PROJECTS\58661\ENGR\CALC\DET\EXISTING\10YR
********** Basin Summary - 2YR24HR *********************************************
-----------~--~--------------------------------------------._------~~~----------
Runoff Volume (in):
Runoff Volume (cf):
0.63
6435
0.24
501
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F low Max Ccfs):
3.36
0.22
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2]
Copyright 1995, Streamline Technologies, Inc.
PARK\.IOOO IolEST
10YR EXISTING CONDITIONS 03/01;01
G:\SD\PROJECTS\58661\ENGR\CAlC\DET\EXISTING\10YR
********** Basin Summary - 10YR24HR ~*~*****************************************
Runoff Volume (in):
Runoff Volume (cf):
1.87
14543
0.85
1791
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
PARICWOOD WEST
10YR EXISTING CONDITIONS 03/01/01
G:\SD\PROJECTS\S8661\ENGR\CALC\OET\EXISTING\10YR
********** Basin Summary - iOYR24HR ********************************************
---------------~~--~-~_&~&~-~-----~---------------------------------------------
***
Basin Name: AREAl AREA2 AREA3 AREM AREAS
Group Name: BASE BASE BASE BASE BASE
Node Name: EX EX EX EX EX
Hydrograph Type: UH UH UH UH UH
Unit Hydrograph: UH484 UH484 UH484 UH484 UH484
Peaking Factor: 484.00 484.00 484.00 484 . DO 484 . 00
Spec lime Inc (min): 1.73 3.33 4.00 3.47 0.40
Camp lime Inc (min): 1.73 3.33 4.00 3.47 0.40
Rainfall File: SCSII -24 SCSIl-24 SCSlI-24 SCSII-24 SCS II - 24
Rainfall Amount (in): 4.0B 4.08 4.08 4.0B 4.08
Storm Duration (hr): 24.00 24.00 24.00 24.00 24.00
Status: ONSIlE OFFSITE ONSIlE ONSIlE ONSIlE
Time of Cone. (min) : 13.00 25.00 30.00 26.00 3.00
Lag Time (hr): 0.00 0.00 0.00 0.00 0_00
Area (acres): 2.23 2.37 21.03 1.73 0.41
Vol of Unit Hyd ( in): 1.00 1.00 1.00 1.00 1.00
Curve Number: 83.00 82.00 81.00 76.00 74.00
DCIA (%): 0.00 0.00 0.00 0.00 0.00
Time Max (hrs):
F low Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
12.05 12.17 12.20 12.19 12.00
6.62 5.05 38.88 2.79 1.09
2.35 2.27 2.19 1.80 1.65
19039 19516 166876 11285 2460
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
AREAb
BASE
EX
UH
AREA7
BASE
EX
UH
Unit Hydrograph: UH484 UH484
Peaking Factor: 484.00 484.00
Spec Time Inc (min): 4.00 7.46
Comp Time Inc (min): 4.00 7.47
Rainfall File: SCSII-24 SCSII-24
Rainfall Amount (in): 4.08 4.0B
Storm Duration (hr): 24.00 24.00
Status: ONSllE ON SITE
lime of Cone. (min): 30.00 56.00
Lag lime (nr): 0.00 0.00
Area (acres): 2.14 0.58
Vol of Unit Hyd (in): 1.00 1.00
Curve Number: 77.00 61.00
DelA (%): 0.00 0.00
Time Max (hrs): 12.20 12.57
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PROPOSED CONDITIONS
Woolpert
March 2001
Parkwood West Master Plan
Duke-Weeks Construction Limited Partnership
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B1
Project: Parkwood West Proposed CondItions
Location: US 31/96th
Prepared by: SLP
Grass
Pavement'Roof to s
Area or% Soil Type
0.68 BIC
1.82
82
1m ervious
Grass
83
1m elVious
Grass
Total: _~~~
..w:...."""'-"', ,(,!:
Area or % Soil Type
0.95
0.23 C
Total:
Area or % Soil Type
5.23
1.20 BIC
Total: t_fi~'1~JB'
CN
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Date: 02/27/2001
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1m ervious
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Total: .
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Area or % Soil Type
1.72
0.41 BIC
Area or % Soil Type
2.76
1.06 BIC
Total: I~~~
B6
1m ervious
Grass
Water
Total:
Offsite
Grass
Area or % Soil Type
5.3
1.48 BIC
0.23
Area or % Soil Type
2.37 BIC
Total: JIiiJ~-1
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Project: Parkwood West
Location: US 31/96th
Prepared By: SLP
Date: 03/01/2001
Bl B2 B3 B4 BS 86 Offsite
Surface description (table 3-1 )........... Grass Grass Grass Grass Grass Grass Grass
Mannina's rouahness eoeff., n (table 3-1). 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Flow lenath, L (total L<=30ott.)..... .Jt. 100 85 100 68 90 90 200
Two-vr 24hr rainfall, P2.. .............in. 2.64 2.64 2.64 2.64 2.64 2.64 2.64
Land slaDe, s. ... ................. ... ttlft 0.01 0.04 0.01 0.02 0.02 0.02 0.01
0.007 (nL)^O.8
Tt = ------------- Computed Tt........hr.
P2^O.5 S^OA
Surface description (PAVED or UNPAVED),... paved paved paved paved
Flow lenath, L. ............. .... ....... ft. 90 80 90 150
Watercourse slope, s.......... ....... tuft 0.01 0.01 0.01 0.01
AveraQe velocltv , V (fiqure 3-1) ...... ft/s o 0 2.0328 2.0328 2.03282 2.03282 0
Tt= U(3600 V) ".........Computed Tt..hr. .~,~_.@~_>>Jlil ,.. ; lDl~~ .(((~
, gf' . :..,~ . . ~~~ 1
Bottom Width.. .................. ft
Depth...... ........... ...ft
Left Side Slope 1:1
Riaht Side Slope ?:1
Cross sectional flow area, a..... .....ft^2 0 0 0 0 0 0 0
Wetted perimeter, Pw .... ......... ....... ft 0 0 0 0 0 0 0
Hydraulic radius, r=alPw Compute r.... ft 0 0 0 0 0 0 0
Channel slope,s. ............... .... ..ftIft
Mannina's rouahness eoeff.,n.. (See next sheet)
V =(1.49 r^213 s^1I2)/n Computed V...ft/s 0 0 0 0 0 0 0
Flow lenath, L ................... .... .ft.
Tt U{3600 V)...........Computed TLhr. .@"@tj'liJ' E0'r0@(iji Bf!l[l[f)} .Q!fj'[~ 1IlIIIt00!i~I_Q;@m~ .~mm:0:
= '. ' ~~tl~~ ~ ;.l; ii. '.~ '\-..'-~.....,.,...,_"..'"
Velocitv.... ....... ... ....... ........ ...... ... ..ftIs
Length................... ........................ ft
Tt=U(360OV)............ ........ ..Computed Tt..t IIllmtlff@!OCE0100<\I 1I(0!f(i}@& if,iir~0r0Iii1ft_0~~r(c:t lliiC:mJIMl ~EEi'i';}T@r[0
'!. '. ". -"""".0. ,J; " _' .. .."', '. , '-;'..,'" ...j.'..... ,.> ,. __""""".'__"~__.~^ ,J ~$t_ "_,.,,,>.;, ~__.~! ".__"" '" .' __~. . .';;! """'" _. ..",';".."",.o-i,c. :_, .~~,.._,'J",".._~,____,__.;;
IIWatershed or subarea Te or Tt.....hr -
~..'!i~'r'jLEi~:-_~ _,.,;j~~:.,.~.,' ,... ~;~;i' _A'_i
IIWatershed or subarea Te or Tt.....min .'.,,' ',11
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
PARKUOOD YEST 03/01/01
PROPOSED CONDITIONS
G;\SD\PROJ\58661 \ENGR\CALC-1\DETENT\PROPOSED\1 00YR24HR
********** Node Maximum Conditions - 100YR24H ******************************************************************************
(Time units - hours)
Node Group Max Time
Name Name Conditions
Max Stage Yarning Max Delta Max Surface
(ft) Stage (ft) Stage (ft) Area (sf)
Max Time Max Inflow
Inflow (cfs)
Max Time Max Outflow
Outflow (cfs)
OUT BASE 10.00 821.00 824.00 0.0130 93.60 12.87 9.40 0.00 0.00
PONDA BASE 15.36 831. 97 833.00 0.0026 19791.88 12.00 42.47 17.68 1.33
UGDETEN1 BASE 12.87 828.48 828.50 0.0037 2887.44 12.02 56.67 12.87 9.40
UGDETEN2 BASE 12.88 828.67 829.24 0.0032 4842.05 12.00 38.67 12.02 13.49
UGDETEN3 BASE 12.87 828.48 829.17 0.0034 1794.36 12.00 41.90 12.00 31.95
u
0 Advanced Interconnected Channel & Pond Routing (lCPR Ver 2.20) [1)
U Copyright 1995, StreamLine Technologies, Inc.
U PARKWOOD WEST
U PROPOSED CONDITIONS 03/01/01
U G:\SD\PROJ\58661\ENGR\CALC-1\DETENT\PROPOSED\100YR24HR
U ............... Basin SUIIIIlary - 100YR24H ......*...........*........................................*.....
U -_._~._-------------------------------------------------------------------------
U .....
U Basin Name: B1 B2 B3 B4 B5
Group Name: BASE BASE BASE BASE BASE
U Node Name: UGDETEN 1 UGDETEN3 UGDETEN3 UGDETEN2 UGDETEN2
U Hydrograph Type: UH UH UH UH UH
U Unit Hydrograph: UH484 UH484 UH484 UH484 UH484
() peak.ing Factor: 484 . 00 484 . 00 484.00 484.00 484.00
Spec Time Inc (min): 1.87 0.93 2.00 1.20 1.47
U Cemp Time Inc (rnin): 1.87 0.93 2.00 1.20 1.4.7
U Rainfa I L File: SCSI[-24 SCSII-24 SCSI[ -24 SCSlI-24 SCSII-24
RainfaLL Amount (in): 6.00 6.00 6.00 6.00 6.00
U Storm Duration (hr): 24.00 24.00 24.0D 24.00 24.00
U Status: ONSITE ONSITE ONSITE ONSITE ONSITE
Time of Conc. (rnin): 14.00 7.00 15.00 9.00 11.00
U Lag Time (hr): 0.00 0.00 0.00 0.00 0.00
U Area (acres): 2.50 1. 18 6_43 2.13 3.82
Vol of Unit Hyd (in): 1.00 1.00 1.00 1.00 1.00
U Curve Number: 90.00 93.00 92.00 92.00 90.00
U DCIA (%): 0.00 0.00 0.00 0.00 0.00
U Time Max (hrs): 12.04 11. 99 12.07 12.02 12.03
U F Low Max (efs): 13.99 7.79 36.11 13.55 22.86
Runoff Volume (in): 4.84 5.17 5.06 5.06 4.84
U Runoff Volume (cf): 43912 22167 118168 39144 67093
U
U ***
() Basin Name: B6 OF FS ITE
Group Name: BASE BASE
U Node Name: PONDA UGDETEN2
() Hydl"09l"aph Type: UH UH
U Unit Hydrograph: UH484 UH484
U Peaking Factor: 484.00 484 .00
Spec Time Inc (min): 1.47 3.33
U Camp Time Inc (min): 1.47 3.33
U Rainfall Fi Ie: SCSII"24 SCSI! -24
Rainfall Amount (in): 6.00 4.08
U Storm Duration (hr): 24.00 24.00
U Status: ONSI TE OFFSITE
Time of Conc. (min): 11.00 25.00
() Lag Time (hr): 0.00 0.00
0 Area (acres): 7.01 2.37
Vol of Unit Hyd (in): 1.00 1.00
0 Curve Number: 92.00 68.00
U DeJA (%): 0.00 0.00
U Time Max (hrs): 12.03 12.17
U FLow Max (cfs): 43.06 2.64
U
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2]
Copyright 1995, Streamline Technologies, Inc.
PARKWOOD WEST
PROPOSED CONDITIONS 03/01/01
G:\SD\PROJ\58661 \ENGR\CALC-l \DETENT\PROPOSED\100YR24HR
********** Basin Summary - 100YR24H ********************************************
Runoff Volume (in):
Runoff Volume (cf):
5.06
128802
1.25
10790
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1J
Copyright 1995, Streamline Technologies, Inc.
PROPOSED CONDITIONS FOR PARKWOOD WEST,7'-UNDERGRND
********** Input Report ********************************************************
- -- - -- --c lass;
Name: OUT
Group: BASE
COITIIlent:
Time(hrs)
o
5
10
20
30
40
Node-------------------------------------------------------.-----
Base Flow(cfs): 0 Init Stage(ft): 820
Yarn Stage(ft): 824
Stage(ft)
820
820.5
821
821
820.5
820
--------ctass: Node-----------------------.-------------------------------------
Name: PONDA Base Flow(cfs): 0 Init Stage(ft): 826
Group: BASE Warn Stage(ft); 833
Corrment;
Stage( ft)
826
827
828
829
830
831
832
833
Area(ac)
0.2323
0.266
0.302
0.34
0.376
0.4152
0.4557
0.4975
--------class: Node-------------------------------------------------------------
Name: UGDETEN1 Base Flow(cfs): 0 Init Stage{ft): 821.5
Group: BASE Warn Stage{ ft): 828.5
COllIDent:
Stage(ft)
821.5
825
828.5
Area(ac) [Manhole, Flat Floor]
0.01
0.01
0.01
--------Clas5: Node-----------------------------------------------------,-------
Name: UGDETEN2 Base flow(cfs): 0 Init Stage(ft): 822.24
Group: BASE Yarn Stage(ft): 829.24
COflfTlent:
Stage( ft)
822.24
825.74
829.24
Area(ac) [Manhole, Flat Floor]
0.01
0.01
0.01
()
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2]
Copyright 1995, StreamLine Technologies, Inc.
PROPOSED CONDITIONS FOR PARK~OOD ~EST,7'-UNDERGRND
********** Input Report ********************************************************
--------Class: Node-.-------------------------------------------------------.---
Name: UGOETEN3 Base Flow(cfs): 0 Init Stage(ft): 822.17
Group: BASE ~arn Stage(ft): 829.17
Cornnent:
Stage(ft) Area(ac) [Manhole, FLat Floor)
822.17 0.01
825.67 0.01
829.17 0.01
--------Class: Pipe----------------------------------------------------.--------
Name: L1 From Node: UGDETENl Length(ft): 176
Group: BASE To Node: OUT Count: 1
UPSTREAM DO\.JNSTREAM Equation: Average K
Geometry: Ci rcular CircuLar Flow: Both
SpanCin): 13.55 13.55 Entrance Loss Coef: 0.5
Rise(in): 13.55 13.55 Exit Loss Coef: 0
InvertCft): 821.5 821 Bend Loss Coef: 0
Manning's N: 0.013 0.013 Outlet CntrL Spec: Use dc or tw
Top Cl ipCin): 0 0 Inlet CntrL Spec: Use dn
Bottom ClipCin): 0 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHYA InLet Edge Description:
Circular Concrete: Square edge wi headwall
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Advanced Interconnected Channel & Pond Routing CICPR Ver 2.20) [3]
Copyright 1995, Streamline Technologies, Inc.
PROPOSED COND IT IONS FOR PARKH'OOD IIEST I 7' -UNDERGRND
~*~******* Input Report ************************************************~**~*~**
--------Class: Pipe---------------------------------.----------------___________
Name: L2 From Node: UGDETEN2 LengthCft): 2960
Group: BASE To Node: UGDETEN1 Count: 1
UPSTREAM DOliN STREAM Equation: Average I(
Geometry: Circular Circular Flow: Both
Span( in): 84 84 Entrance loss Coef: 0.5
Rise( in): 84 84 Exit loss Coef: 0
Invert(ft): 822.24 821.5 Bend Loss Coef: 0
Manning' 5 N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw
Top CLip(in): 0 0 Inlet Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: None
Upstream FHIIA Inlet Edge Description:
Circular CMP: Headwall
2
Downstream FHWA Inlet Edge Description:
Circular CMP: Headwall
2
--------Class: Pipe-------------------------------------------------------------
Name: l3 From Node: PONDA LengthCft): 63
Group: BASE To Node: UGDETEN2 Count: 1
UPSTREAM DOWNSTREAM Equation: Average K
Geometry: Circular Circular Flow: Both
Span(in): 5.5 5.5 Entrance Loss Coef: 0.5
Rise(in): 5.5 5.5 Exjt Loss roef: D
Invert(ft): 826 B25.5 Bend Loss Coef: 0
Manning'S N: 0.013 0.013 Outlet Cntrl Spec: Use de or tw
Top Clip(ln): 0 0 Inlet Cntd Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: None
Upstream FHIIA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
Downstream FHYA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
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Advanced Interconnected ChanneL & Pond Routing (ICPR Ver 2.20) [4]
Copyright 1995, Streamline Technologies, Inc.
PROPOSED CONDITIONS FOR PARKYOOD ~EST,7'-UNDERGRND
********** Input Report *******************.*************~**********.***.******
--------Class: Pipe-------------------------------------------------------------
Name: L4 From Node: UGDETEN3 Length(tt) : 840
Group: BASE To Node: UGDETEN1 Count: 1
UPSTREAM DOWNSTREAM Equation: Average K
Geometry: CircuLar CircuLar Flow: Both
span(;n): 84 84 Entrance Loss Coef: 0.5
Rise(;n): 84 84 Exit loss Coef: 0
Invert(tt): 822.17 821.5 Bend loss Coef: 0
Manning's N: 0.013 0.013 OutLet CntrL Spec: Use de or tw
Top cLip(in): 0 0 Inlet CntrL Spec: Use do
Bottom cLip(in): 0 0 StabiLizer Option: None
Upstream FH~A InLet Edge Description:
Circular CMP: Head~aLI
2
Downstream FH~A InLet Edge Description:
CircuLar CMP: Head~aLI
2
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
PARKWOOO \JEST
PROPOSED CONDITIONS 03/01/01
G:\SD\PROJ\58661\ENGR\CALe-1\DETENT\PROPOSED\100Y
********** lINK CONNEeTIVITIY --- G:\SD\PROJECTS\58661\ENGINE-1\CAlCUL-l\DETENT-
Index link. From To U/S D/S
Number Name Node Node Link. Type Geomet ry Geometry
-------- -.._----- -----.....- ------------------~- --------- ---------
------------------------_._-~-----------------------------.------......-------------
1
2
3
4
Ll UGDETENl
L2 UGDETEN2
L3 PONDA
L4 UGDETEN3
Pipe
Pipe
Pipe
Pipe
OUT
UGDETENl
UGDETEN2
UGDETEN 1
: Circ.
: Cire.
Cire.
: Circ.
eirc.
ei rC.
ei rC.
Circ.
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline TechnoLogies, Inc.
COMPARISON OF lYR 24HR STORM TO THE 03/01/01
EXISTING 2YR 24HR STORM
G:\SD\PROJECTS\58661\ENGR\CALCS\DETEN\PR\lYR24HR
********** Basin Summary - lYR24HR *********************************************
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Unit Hydrograph:
Peak; n9 Factor:
Spec Time Inc (mfn):
Camp Time Inc (min):
Rainfall FiLe:
RainfalL Amount (in):
Storm Duration ehr):
Status:
Time of Cone. emin):
Lag Time ehr):
Area (acres):
Vol of Unit Hyd (in):
Curve, Number:
DeJA (%):
Time Max (hrs):
FLow Max (ds):
Runoff 'Volume (in):
Runoff Volume (cf):
ALL
BASE
OUT
UH
UH484
484.00
2.00
2.00
SCSII-24
2.74
24.00
ONSIlE
15.00
0.00
25.44
1.00
89.00
0.00
~~:~ ;. 4. y. 4- ( ~
1.66
153694
(( ~~-Z.4 t-\ R
Pfe ~~ t.le. \~~"J..
~UY"\OI\l~J
c CHjbrMI'dW:st&rh &e'W~rC;'fbf(IAti~nc c c c c c c c c c c c c c c c c c c; c' c C Cpa~ 1C
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev LlnelD
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (mln) (mln) (in/hr) (cfs) (c1s) 1ft(5) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 6.0 023 0,23 0.80 0,18 018 5.0 5.0 7.0 1.29 214.6 2.39 24 90.00 830.40 825.00 830.80 825.53 831.10 831.53 UGD-1
Project File: LINE UGD-1.stm IOF File: Indystorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 5S97 I (Inlet time + 9.00) ^ 0.80; Return period'" 10 Yrs.; Initiallailwaterelevation '" 825.53 (ft)
c c:t\'ytir~fh;& &'tbrfrl gf~rcrkbQI~tfci.y c: c C c c c c c c c c c c c' c c c c c c c cpS ~
Station Len DrngArea Rnoff Area xC Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (e) (min) (min) (in/hr) (cfs) (ets) (ft/5) (in) ("!oj (ft) (ft) (ft) (ft) (ft) (ft)
1 End 6.0 0.23 0.23 0.80 0.18 0.18 50 5.0 7.0 1.29 214.6 2.39 24 90.00 830.40 825.00 830.80 825.53 631.50 831.50 UGD-B
Project File: LINE UGD-8.stm IDF File: Indystorm2000.JDF Total number of lines; 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 j (Inlet time + 9.00) ^ 0.80; Return periOd = 10 Yrs.; Initial tailwater elevation = 825.53 (ft)
C C.G (': r'f'r 0 rt. C r, C C, C CrCb. C,Ct. C C c: c: C C C C c' C C C C C C C' c: C C C C C C C C C
t1'Y(lra~ row 51 arm ~ewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert EJev HGL Elev Grnd I Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up Dn Up On
Line
(ft) (ac) (ac) (C) (min) (mln) (inlhr) (cts) (c15) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 30.0 048 0.48 0.69 0.33 0.33 5.0 5.0 7.0 2.31 3.56 4.55 12 1.00 826.30 826.00 826.95 826.59 830.18 831.00 UGD-9
Project File: LINE UGD-9.stm IDF File: Indystorm2000.IDF Total number of lines: 1 Run Dale: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 826.59 (ft)
C c.c: C efc C LtC C C C C Cr'. Cb' C1CtJ.C C C C C C C C C C C C' C C c: C C C C C C C C C C C
, Hyara lOw S'1orm Sewer a u a Ion Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Une To Incr Total Iner Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ae) (ac) (C) (min) (min) (I n/hr) (efs) (ets) (!Us) (In) ("!o) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 30.0 0.35 0.35 0,70 0.24 0.24 5.0 5.0 7.0 4.25 4.36 6.06 12 1.50 826.45 826.00 827.32 826.80 830.78 831.00 UGD-10
Project File: LINE UGD-10.stm lDF File: Indystorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity'" 56.97 I (Inlet time -+- 9.00) ^ 0.80; Return period = 10 Yrs.; Initialtailwater elevation = 826.80 (ft)
c CC (' Of' (': C C:tC C C C C Cr' CbC1Ct, C C C C C c: C C C C C C C C C C C C C C C C C C (: C
nyara' rOW:5' arm sewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up Dn Up On
Line
(ft) (ac) (ae) (e) (min) (min) (infhr) (efs) (efs) (ft/s) (in) ('Yo) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 30,0 0,22 0,00 0,63 0,14 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 2.00 826.60 826.00 0.00 826.63 831 .49 831. 00 UGD-11
Projecl File: LINE UGD-11.stm IDF File: Indystorm2000.IDF Tolal number of lines: 1 Run Dale: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs,; Initial tailwater elevation = 826.63 (ft)
c, c.r; r: (::fC C; ct' C' C C c, C CrC""C,Ct'.J::;. C C C C C C C C C C C C c. C C C C c: C C' C C cc C
nyura row ~, arm :sewer auu a Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Inveri Elev HGl Elev Grnd J Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (mln) (inJhr) (efs) (efs) (ft{s) (in) ('Yo) 1ft) (ft) 1ft) (ft) 1ft) (ft)
1 End 30.0 0.22 0.00 0,63 0.14 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 2.00 826.60 826.00 0.00 825.44 831.26 831.00 UGD-12
Project File: LINE UGD-12.stm IDF File: Indystorm2000.lDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 825.44 (ft)
c c C) C C.f:; C: Ctr=: c c~ c c ercb', clet; c c c c c c c c' c c c c c c c c c c c c c c c c c C
flYuratrow ~ arm ~ewer a u a Ion Page 1
Station Len Omg Area Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) lac) (C) (min) (min) (infhr) (cfs) (cts) (ft/a) (in) (%) (ft) (ft) (ft) 1ft) (ft) (ft)
1 End 30.0 0,18 1.87 0.75 0.14 1.36 5.0 6.9 6.3 8.62 11.68 3.45 24 0.27 825.08 825.00 826.55 826.50 831.26 831.00 UGD-13
2 1 120.0 0.49 1.69 0.75 0.37 1.23 5.0 6.3 65 8.01 11.31 3.34 24 0.25 825.38 825.08 826.75 826.57 830.96 831.26 13-3
3 2 80.0 0.54 1.20 0.72 0.39 0.86 5.0 5.9 67 5.72 5.75 3.68 18 0.30 826.22 825.98 827.45 827.22 830.48 830.96 3-4
4 3 73.0 0.15 0.66 0.73 0.11 0.47 5.0 5.3 6.9 3.23 5.77 2.18 18 0.30 826.44 826.22 827.54 827.48 831.03 830.48 4-5
5 4 74.0 0.51 0.51 0.71 0.36 0.36 5.0 5.0 7.0 2.53 2.55 3.70 12 0.51 827.32 826.94 828.13 827.75 830.40 831.03 5-6
Project File: LINE UGD-13.stm IOF File: Indyslorm2000.IDF Total number of lines: 5 Run Date: 02-28-2001
NOTES: Intensity = 56.97 I (Inlellime -I- 9.00) ^ 0.80; Return period = 10 Yrs.: Initial tailwater elevation = 826.50 (ft)
C' C 12, G c..c: C Ct' ('; C c... c cer, C'bCICt" C C c' c c c c c' c' c c' c c c c c c c C c: C C C C C C
f1Yurarrow ~ arm ::sewer a u a Ion Page 1
Station Len Omg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (e) (mln) (mln) (I n/hr) (em) (ets) (ftls) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 30,0 0.28 1.43 0,74 021 1,04 5.0 8.2 5.9 6.14 6.64 3.48 18 0.40 825.12 825.00 826.60 826.50 831.30 831.00 UGD-14
2 1 152,0 0.38 1.15 0.74 0.28 0,83 5.0 7.3 6.2 5.12 5.78 2.90 18 0.30 825.58 825.12 827.15 826.79 830.40 831.30 14-7
3 2 114.0 0.60 0.77 0.71 0.43 0.55 5.0 6.4 6.5 3.55 5.73 2.01 18 0.30 825.92 825.58 827.40 827.28 829.60 830.40 7-15
4 3 114.0 0,17 0.17 0.71 0.12 0.12 5.0 5.0 7.0 0.84 2.36 1.39 12 0.44 826.92 826.42 827.52 827.45 830.80 829.60 15.21
Project File: LINE UDG-14.stm IDF File: Indystorm2000.lDF Total number of lines: 4 Run Date: 03-01-2001
NOTES: Intensity;;: 56.97 I (Inlet time + 9.00) ^ 0.80; Return period;;: 10 Yrs.; Initial tailwater elevation;;: 826.50 (ft)
c C.Q c, Cf' C C ('~t\' C C c. c' c CrCbC:ICt~ C C C C C C C c' c' c c' c c c c' c c c c c c c c c c C
ny~ra row s arm sewer a u a Ion Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Grnd I Rim Elev LIne 10
coeff (I) flow full
Line To Incr Total Iner Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ae) (ac) (C) (min) (min) (In/hr) (ets) (cfs) (ftls) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 6.0 0.62 0.62 0.45 0.28 0.28 15.0 15.0 4.5 1.27 214.6 2.43 24 90.00 830.40 825.00 830.80 825,51 831.50 831,50 UGD-16
Project File: LINE UGD-16.stm IDF File: Indyslorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return periOd = 10 Yrs.; Initial talJwater elevation = 825.51 (fl)
C CAGJ ~ efC:' C Ct' C: C. G c~ C Cr' Cb' Clete; c c c c c c. c c c c' c c. C c) C C C C C C C C c. c C
Yura row 5 orm Sewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd ( Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (mln) (mln) (in/hr) lefs) (cfs) (ftfs) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 107,0 0.04 0.04 0,85 0.03 0.03 50 5.0 7.0 0.24 3.56 2.25 12 1.00 827.07 826.00 827.28 826.18 831.20 831.00 UGD-18
Project File: LINE UGO-18.slm IOF File: Indystorm2000.lDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity'" 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.: Initial tailwater elevation = 826.18 (ft)
c c'P;yGr~ffd~' &'tbrhl ~iM;rq"&'o'dIMibf c c c c c c c c' c c c c c C c\ C C c' c' c c cp~~'
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ae) (e) (min) (min) (in/hr) (efs) (efs) (fUs) (in) ('Yo) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 103.0 0.11 2.27 0.41 0.05 1.55 8.0 8.4 5.9 9.13 11.79 3.74 24 0.27 825.28 825.00 826.69 826.50 832.28 831.00 UGD-19
2 1 117.0 0.01 2.16 0.41 0.00 1.51 5.0 79 6.0 9.08 11.26 3.66 24 0.25 825.57 825.28 827.01 826.79 832.73 832.28 19-20
3 2 102.0 0.62 2.15 0.70 0.43 1.50 7.0 7.4 5.2 9.27 11 ,42 3.50 24 0.25 825.83 825.57 827.36 827.19 830.25 832.73 20-22
4 3 75.0 0.66 1.09 0.70 0,46 0.76 7.0 7.0 6.3 4.79 5.69 3.19 18 0.29 826.55 826.33 827.71 827.56 830.25 830.25 22-23
5 4 125.0 0.43 0.43 0.70 0.30 030 6.0 6.0 6.6 1.99 2.38 3.15 12 0.45 827.61 827.05 828.30 827.87 829.90 830.25 23-25
6 3 128.0 0.44 0.44 0.70 0.31 0.31 6.0 6.0 6.6 2.04 2.36 3.36 12 0.44 827.39 826.83 828.10 827.56 829.90 830.25 22-24
Project File: LINE UGD-19.stm IOF File: Indyslorm2000.IDF Tolal number of lines: 6 Run Date: 03-01-2001
NOTES: Intensity = 56.97 / (Inlellime "' 9.00) A 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 826.50 (ft)
C~ c r' C' c.r:: c ~,:t' C r: G C: c> cr'" (:&..c: tete: c c c c c c c c' c' c. c' c C c: C C' c' c c c. c c c c C
"'yyratrow :s orm ~ewer 3uU a Ion Page 1
Station Len Omg Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGl Elev Grnd I Rim Elev Line 10
coeH (I) flow full
Line To Iner Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ael (ae) Ie) (min) (minI (in/hr) (ets) (efs) (ft/sl (in) (%) (ft) (ft) (ft) (ft) (ft) 1ft)
1 End 6.0 0.26 0.26 0.57 0.15 0.15 14.0 14.0 4.7 0.70 214.6 2.04 24 90.00 830.40 825.00 830.70 825.38 831.53 831.65 UGD-26
Project File: LINE UGD-26.stm IDF File: Indystorm2000.lDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.: Initial tailwater elevation = 825.38 (ft)
c c.e c: ~f' c, C:, Ct' C C c: C C' CrCbC,CtC, C C C C C C C C C C c: C C C C C C C c' c c c c c c
Hyara row ~. arm sewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGl Elev Grnd / Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
1ft) (ac) (acl (e) (min) (min) lin/hr) (cts) Icfs) (fUs) (in) 1%) 1ft) (ft) (ft) 1ft) (ft) (ft)
1 End 12.0 0.22 0.22 0.63 0.14 0.14 9.0 9.0 5.7 0.79 10.07 Q.03 12 8.00 826.96 826.00 827.34 826.20 831.68 831.00 UGO-27
Project File: LINE UGD-27.stm rOF File: Indyslorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity ;- 56.97 I (Inlellime + 9.00) ^ 0.80; Return period;- 10 Yrs.; Inilial tailwater elevation = 826.20 (ft)
c C {;, e, C::fC C Ct: C: C c. C: C' Grebe let' C 0 C' C C C c' c c c c c c c c c c c' c c c' c c c c C
nYura. r'Ow 3' arm ::iewer a u a Ion Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
eoeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (e) (mln) (mln) (infhr) (efs) (efs) (ftfs) (in) ('Yo) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 14,0 0.47 0.47 0.56 0.26 0.26 10.0 10.0 5.5 1.44 10.07 5.48 12 8.00 827.12 826.00 827.91 826.26 830.34 831.00 UGD-31
Project File: LINE UGD-31.stm IDF File; Indyslorm2000.IDF Tolal number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlellime + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwaler elevation = 826.26 (ft)
c c &= c Cf~ c: (~t' c; C c: C C CrCb' CrCt, C c' C c c e, c' c c c C c: C C. c~ c c c c c c c c C c: C
nyara row:$ orm ~ewer a u a Ion Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd (Rim Elev Line 10
coeH (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ae) (ae) (C) (min) (min} (in/hr) (cts) (ets) (ftfs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 29.0 0.38 0.38 0.64 0.24 0.24 13.0 13.0 4.9 1.19 7.96 3.18 12 500 826.45 825.00 826.91 825.50 830.75 831.00 UGD-32
Project File: LINE UGO-32.stm IOF File: Indystorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 f (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 825.50 (ft)
c c _C ~ Cf, C, c SCtC C C:g.) C.C Cr; Cb. C1CtC C C C C c~ C C C C c' C C C C C C C C C c: C C c~ C C
Hyura low ormewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Iocr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) lac) (ac) (C) (mln) (mln) (In/hr) (cts) (ets) (ftIs) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 132.0 0.37 1.41 0.70 0.26 0.84 11.0 11.0 5.3 6.61 7.02 3.74 18 0.45 825.59 825.00 827.52 827.00 831.35 831.00 UGD-33
2 1 246.0 0.71 1.04 0.50 0.35 0.59 80 80 6.0 3,51 5.76 1.99 18 0.30 826.33 825.59 828.02 827.74 830.44 831.35 33-30
3 2 81.0 0.33 0.33 0.70 0.23 0.23 5.0 5.0 7.0 1.61 2.37 2.05 12 0.44 827.19 826.83 828.24 828,08 831.87 830.44 30-29
Project File: LINE UGD-33,stm IDF File: Indystorm2000.IDF Total number ot lines: 3 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period'" 1 0 Yrs.; Initial tailwater elevation'" 827.00 (ft)
C C.Cy_; aC CfC C~t:C: C Gee CrCbC,Ct,.C C C C C C C C C C C C c. C c c c; c c c c c c c c C
H' ra lOW ::'-1 arm sewer a u a Ion Page 1
Station Len Omg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total lncr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (efs) (cts) (fUs) (in) (%) (ft) (ft) (ft) (ft) 1ft) (ft)
1 End 6.0 0.22 0.22 0.63 0.14 0.14 9.0 9.0 5.7 0.79 10.28 4.29 12 8.33 826.50 826.00 827.14 826.20 831.82 831.00 UGD-34
Project File: LINE UGD-34.stm rDF File: Indystorm2000.IDF Total number of lines: 1 Run Dale: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 826.20 (ft)
c C {[':: G (;JC;C C~tC; ~ C.. c; C C....(\....C DtC C C' C C C C C C C C C C C C C C C C C c:' C C C c) C
flYuraTrOW ~ arm ~SWer I auUla Ion Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Iner Total Inlet Syst Size Slope Up On Up Dn Up Dn
Line
(ft) (ae) (ac) Ie) (min) (min) (Inlhr) (ets) (cfs) 1ft/5) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 62.0 0.18 0.60 0.68 0.12 0.39 5.0 6.7 6.4 12.27 12.52 4.53 24 0.31 826.19 826.00 827.80 827.61 831.50 829.00 POND.36
2 1 180.0 0.42 042 0.64 0.27 0.27 6.0 60 6.6 6.67 7.04 406 18 0.45 827.50 826.69 828.74 828.12 832.61 831.50 36-37
Project File: LINE POND.36.stm IDF File: Indyslorm2000.IDF Total number of lines: 2 Run Date: 02-28.2001
NOTES: Intensity = 56.97 / (Inlellime -+- 9.00) ^ O.BO; Relurn period = 10 Yrs.; Initial tailwater elevation = 827.61 (ft)
C c.c: C of,e CCtC C C c' CCrGb, CIGt/gee c (' c c c c c c c c c c c c c c c c c c c c c C
Hyafa1 row :5'1 arm :sewer a u a Ion Page 1
Station Len Drng Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd I Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up On Up Dn
Line
lft) (ac) (ae) (e) (min) (min) (Inlhr) (efs) (cfs) (ftfs) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 50.0 0.03 0.03 0.85 0.03 0.03 5.0 50 7.0 0.18 3.56 2.02 12 1.00 826.50 826.00 826.68 826.16 831.20 831.00 UGD-54
Project File: LINE UGD-54.stm IDF File: Indystorm2000.IDF Total number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity:: 56.97 / (Inlet time + 9.00) ^ 0.80; Return period:: 10 Yrs.; Initialtailwater elevation = 826.16 (ft)
c c~: C (::fC'; C Ct.' C C' C C c, CrCb. C~ICt' C C C C C C C C c: C C C C C C C C C C C C C c; C c: C
nyara' row:)' arm Sewer a u a Ion Page 1
Station Len Orng Area Rnoff Area xC Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd ( Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up 'On Up On Up On
Line
(ft) (ae) (ae) Ie) (min) (min) (i n/hr) (efs} (efs) (ftfs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 60.0 0.03 0.03 0.85 0.03 0.03 5.0 5.0 7.0 0.18 3.56 1.73 12 1.00 826.60 826.00 826.78 826.20 831.20 831.00 UGD-55
Projecl File: LINE UGb-55.stm lDF File: Indystorm2000.lDF Tolal number of lines: 1 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevation = 826.20 (ft)
c c &= ~ Cf(; C cte c; c: C C C'-Cb' C;ICt- C C C C C C C C C C C C C C C c. c c c C c: C C C C C
nYura lOw 51 arm SewerTa u a Ion Page 1
Station Len Dmg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up On Up On
Line
(ft) (ae) (ae) (C) (min) (minI (In/hr) (efs) (cfs) (fUs) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 40.0 0.00 0.00 0.00 0.00 0.00 0.0 1.4 0.0 5.08 575 3.66 18 0.30 825.12 825.00 826.22 626.10 911.00 831.00 UGD-56
2 1 151.0 0.00 0.00 0.00 000 0.00 0.0 0.6 0.0 5.08 5.73 3.26 18 0.30 825.57 825.12 826.75 826.43 911.00 911.00 56-57
3 2 149.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.54 2.98 4.25 12 0.70 827.11 826.07 827.81 826.79 911.00 911.00 57 -58
Project File: LINE UGD-56.stm IDF File: Indystorm2000.IDF Total number of lines: 3 Run Date: 03-01-2001
NOTES: Intensity = 56.97 I (Inlel lime + 9.00) ^ 0.80; Return period = 10 Yrs.; Initial lailwaler elevation'" 826.10 (ft)
ccccccccccccccccccccccccccccccccccccccccccc
Project: F>!uwc.od W,,~t
l,.oca'lion: geth Street and VS31
Prepar!lod [ly: J'lIR
Dato: 02n712001
8IJrfillO::oe ojescd~i;Qn table "3~1 ...
MoaMin ':11 fl'\.iJ """,$$ colllff. n t.ab~ 3-1
flow Ion 11 L .lil"ll<.c30Cl'l. "..".ft
Two- r2<1i"'f ritlnfall 1=12.."....... ..Ill
Lan-d lfo , I,,,....,,. "...........1'1I1'\
0.001 (nl..)""o,e
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P1....1l-5 &'0..
2.
Surface de1icrilllicm (PAVED or UNPAVED Dsved DliIV8d Dyed a'Wed OoB\/fIod .""d 8...ec' ....d ....d l:Ia~d ...d av.d tJoalr'ed ~ver;l ev<<l 1l8v-ed
Flow'lsllcrlh l .m........ ....ft. '00 10' ", BO '00 130 '00 M BO 00 &0 SO " .0 SO .0
Waiercour,si!l .sjc . . ...m....__.'l'Vrr: O.CI 0.(101 0.0' 0.01 0.01 0.01 (1,01 0.0'1 0,01- 0.01 tlO1 0.01 0.01 0.01 Ml 0.01
A'feralJEl'I/8Iac:~v. V r, Ufl'l3~1 m. trls 2.032B2 2,.o~2B2 2.03282 2 0 ;2.~ 2,O~:il.a1 2.0nB2 2.03282 2.03:252 1.0J282 2.0;:/.1 ;!:.D:J::i!06:il 2.03282 '2.003.282 2.t1~2FJ.2 2.tl~2B2 2.03282
T1=LJJOQOV. ..... ..Ccmoulod Tt..n,. ",<>. .-%$-4' '..11liO;OI.4. ;~'OjOj'l - 'o.i:014 '0'014 _0'0,1' igt~jP1J$if -:." _:0,0'4 iOn ~ .llO8 .ooa 0;0' ; !Mi1ii ~ - ~.'O<)lJ. -;~ _OiQOll.
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Walersh"d 01 5ubal"8\!1 T~ ~r 11 ....tnln
;01. :Q7~ 1l1.. _0;0)1 _.Oiifl0 _1245 .O,OM 1\\\\.!!1.0;l)olO : ilU .....0:031 _orlM
. _~.;m ~4.' '5 3$ ~ ~. _'\!ifI8 ,$
c c C' c c' c C.C c~ C c: C C C C c: C CC C C C C C C c. c c c' c c c c c c. c c c c c c c c
53
-oeved 0_ ~&ved [l8Vl!d aved 111l'ed- palled- iC'.....d i,llI'll-d pavod Itvrtd I'IVIl-d aved d ,ved ovod 8'1ed t1a.....d poaved I)lJwd
60 00 100 120 60 00 60 50 120 60 60 60 60 30 ~O 50 60 50 70 70
0.01 0.01 0.01 0.01 O.G1 CO,01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 -0.01 0-.01 O.{l1 0.01 0.01 0.01
2.03202 2.03202 2.0nS2 2.03252 2.03282 2.0nS2 2.003282 2.03282 2.03202 2.03202 2.032B2 2.0326~ 2.0328.2 2,l}J:j!e:;! 2.03:;!B2 2.03-282 2J~3282 2.03282 2.0328:2 2.03282
';t~;o-OG ~1j({~,O;OQa fJ~~!.: '%Mf~ WtihitC';014 ~~(j;Ol06 H:i;:\f-o:oQoa. r~.?O':01i1i ijffm , . ~t\lir!(:\JOOg ;IHi;%OiOl)7 ;g.,:~~W:O:t)1~ ~..llO:OO$ $'tE _o:OOB _.tt<Wi _o.'OM - .OJOOB _0.00.\ _oiOO1iMi -~r "001'i8 ~mo;OOt "5" :0,010 _0:0.10
_00099 ,O;220_0!l-SO
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0:01." ~_O;-O'9 '" ~!O,:048
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In/hr
I-D-F Curve - Indystorm2000.IDF
15
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5
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Tc (Min)
/ l-Yr
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/ 100-Yr
Client:
D\A.ke. - Weeks
Sheet:
of
Subject:
~r k. wooJ.. Usi- - Q {'ro~
roD-f' of f""';"",S Order No.:
Computed by:
JvR
Date: 'l./ze/o I Checked by:
Dale:
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Drainage Report - Supplement
PARKWOOD WEST MASTER PLAN
Cannel, Indiana
May 2006
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Stormwater Quality
In the time since the original approval for the subject project in 2001, the stonnwater quality requirements
for Rule 5 have been revised to better provide stormwater pollution prevention in stTeams and waterways.
To comply with the new requirements the site construction plans have been revised to provide an
additional storrnwater BMP, which corresponds with the recently approved Parkwood West Mass
Grading plans for the outlots that are part of this development.
The Aqua-Swirl AS-8 model by AquaShield™ is the newly proposed stonnwater BMP for this project.
The Aqua-Swirl unit will be used in conjunction with original proposed underground detention system to
further address Best Management Practices for stonnwater, especially in Post-Construction conditions.
The Aqua-Swirl structure will be placed along the outlet pipe from the underground detention, and treat
the stonnwater being discharged from the site. Oils, sediment, and debrIS are removed from the
stormwater of a rate at or above 80% Total Suspended Solids removal.
The AS-8 model was chosen based on the maximum treatment flow that could be handled. Because the
unit is placed downstream of detention, the Aqua-Swirl was Sized to treat the entire outlet tlow of 9.4 cfs.
A sizing chart provided by AquaShield™ is attached.
Also attached is an Aqua-Swirl Operation, Maintenance, and Inspection Manual. The owner will provide
all inspections and maintenance of the BMP.
Revised Detention Release
At the request of the City of Cannel and the Hamilton County Surveyor's Office, the detention release has
been revised to restrict both the 10-year and IOO-year release rates by providing a 2-stage orifice setup at
the release point of the underground detention system. The single 13 .55" diameter orifice at invert
elevation 821.50 has been replaced by a 6" diameter orifice at the same invert elevation and a lIS'
diameter orifice at invert elevation 822.25. The corresponding 10-year release rate is 6.40 ds, and the
1 OO-year rate is 9.08 cfs. Calculations are enclosed.
Wool pert
May 2006
Parkwood West Master Plan
Drainage Report Supplement
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AquaShieldTH Stormwater Treatment Systems
~
Aqua-SwirPM Sizing Chart (English)
Swirl Maximum Water Oil/Debris Sediment
Aqua-SwirlY'" Stub-Out Pipe Quality
Model Chamber Outer Treatment Storage Storage
Diameter Diameter Flow2 Capacity Capacity
(ft.) (in.) (efs) (gal) (fel
Oll~"~
AS-2 2.50 I 1lJ, ,,",,,,,,,,,.., ..' ",.,,,,,,. 1.1 37 10
8 12
AS-3 3.25 10 16 1.8 110 20
AS-4 4.25 12 18 3.2 190 32
AS-5 5.00 12 24 4.4 270 45
AS-6 6.00 14 30 6.3 390 65
AS-7 7.00 16 36 8.6 540 90
AS-B 8.00 18 42 11.2 710 115
AS-9 9.00 20 48 14.2 910 145
AS-I0 10.0 22 54 17.5 1130 180
AS-12 12.0 24 48 25.2 1698 270
AS-XX* Custom .. -- >26 -- --
"Higher water quality treatment flow rates can be designed with multiple .witl..
1) The Aqua-SwirfTM Conveyance Flow Diversion (CFD) provides full treatment
of the "first flush," wh/~e the peak design storm is diverted and channeled
through the main conveyance pipe. Please refer to your local representative for
more information.
2) Many regulatory agencies are establishing "water quality treatment flow rates"
for their areas based on the initial movement of pollutants into the storm
drainage system. The treatment flow rate of the Aqua-Swirl™ system is
engineered to meet or exceed the local water quality treatment criteria. This
"water quality treatment flow rate" typically represents approximately 90%
to 95% of the total annual runoff volume.
The design and orientation of the Aqua-Swirl™ generally entails some degree of customization. For
assistance in design and specific sizing using historical rainfall data, please refer to an AquaShield™
representative or visit our website at www.AquaShieldlnc.com. CAD details and specifications are
available upon request.
8
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Aqua-Swirl ™
Operation, Maintenance, and Inspection Manual for BMP Owners
City of Carmel, Indiana
(Note: Attach certifications for local regulatory authority including any applicable fees.)
Site Name:
Parkwood West
Change in ownership since last inspection?
Y N
Owner Name:
Duke Realty L.P.
Owner Address:
600 East 96th Street, Suite 100
Owner Phone Number:
(317) 808-6000
Emergency Phone Number:
Location:
Date:
Time:
Inspector Name:
Floatable Debris and Oil'
1. Remove manhole lid to expose liquid surface of Aqua-SwirI™.
2. Remove floarable debris with basket or net if any is present.
3. If a hydrocarbon spill has occurred, (e.g. more than a sheen of oil or gas is present) the system should be cleaned immediately
(see "Cleaning" Figure 3).
Note: Water in an Aqua_Swirl™ can appear black like oil due to the dark body of the surrounding structure. Oil appears
darker than water in the system and is usually accompanied by debris (e.g. Styrofoam, etc.) with obvious signs of oil stains.
The depth of oil can be measured with an oillwater interface probe, a stadia rod with water phylic paste,
a coliwasa, or by simply collecting a representative sample with a jar attached to a rod.
4. If hydrocarbon absorbant floc or pads are used, these should be inspected to delermlne whether they are loaded with
hydrocarbons. This will be indicated by a dark colaration of the pad or floc. Pads and/or floc should be removed and
disposed of in accordance with City of Carmel, and an applicable stale and/or federal laws if they contain hydrocarbons.
Sediment Accumulation
Lower a dipstick tube equipped wilh a ball valve (e.g. Sludge Judge or similar device) into Aqua"Swirl™ through the service access provided.
Measure the depth of the sludge. At a maximum, the sludge should not exceed 36" deplh before maintenance. See Figures 1 and 2.
36"
Figure 2
Figure 1
Aqua-Swirl™ 0 and M Manual
Page 1
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Diversion Structures
If an external diversion structure is present on the site, this should be inspected for Ihe following items.
1. Inspect weir or other structure for structural decay or damage. Weirs are more susceptible to damage than off-set piping and should
be checked to confirm that they are nol crumbling or decaying.
2. Inspect diversion structure and by-pass piping for signs of structural damage or blockage from debris or sediment accumulation.
3, Measure elevations on diversion weir or piping to ensure it is consistent with site plan design.
4. Inspect downstream structure in diversion system for signs of blockage or structural failure,
Call a local vaclor company to remove sediments, oils and other
floatable pollutants with a vactor. Dispose of all waste in
accordance with City of Indianapolis and any applicable state,
and/or federal requirements.
Oil should be pumped and removed with any liquids and
sediments that have been trapped in the system.
These liquids should be taken to an industrial waste water
treatment facility for treatment. liquids and solids pumped from
the AquaSwirl™ should not be dumped back into the
stormwater system or into a sanitary sewer.
Figure 3
Note: The AquaSwirl™ is designed so that entry to the system is not necessary for inspection or maintenance. If, however,
you wish to enter the system, this is an OSHA confined space entry and OSHA confined space erltry procedures should be followed
to enter the s stem.
During Construction
Inspect the AquaSwirl™ every three months (minimum) and clean the system as needed. The AquaSwirl™ shouid be inspected and
cleaned at the end of construction regardless of whether it has reached its sediment or oil storage capacity.
First Year Post-Construction
Inspect the AquaSwirl™ every three months and clean the system as needed.
Inspect and clean the system once annually regardless of whether it has reached its sediment or floatable pollutant storage capacity.
Second and Subsequent Years Post-Construction
If the AquaSwirl"" did not reach full sediment or floatable pOllutant capacity in the First Year Post-Construction,
the system can be inspected once every six months and cleaned once annually,
If the AquaSwirl™ reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction,
the system should be inspected once every six months and cleaned as needed. The AquaSwirl™ should be cleaned
annually regardless of whether it reaches its sediment or floatable pollutant capacity
Bypass Structures
Bypass structures should be inspected whellever the AquaSwirl™ is inspected and maintained as needed.
Aqua-Swirl™ 0 and M Manual
Page 2
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Company Name:
Street Address:
City, State, Zip:
Contact:
Office Phone:
Mobile Phone:
Pager:
Date of cleaning:
(Next inspection should be 3 months from this date for the first year).
Time of cleaning:
Date of next inspection:
Floatable debris present (Y/N)?
Oil present (Y/N)?
Oil depth (inches):
Any structural damage?
Y
N
Where?
Any evidence of structural wear?
Y
N
Where?
Odors present?
Y
N
Describe:
Any plugging?
y
N
Describe:
Aqua-Swirl™ 0 and M Manual
Page 3
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Additional Comments and/or Actions to Be Taken
Time Frame
NOTES:
1. Attach site plan showing Aqua-Swirl™ location.
2. Attach detail drawing showing Aqua-Swirl™ dimensions and model number.
3. If a diversion structure is used, attached details showing basic design and elevations.
Aqua-Swirl™ 0 and M Manual
Page 4
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Aqua-Swirl ™
Date Construction Started:
Date Construction Ended:
Activity
Inspect and Clean as Needed
2
3
X
4
5
8
9
X
10
11
12
X
Inspect Bypass Structures
(if applicable) and Maintain
As Needed
X
x
x
x
Clean System"
X*
. The AquaSwirl™ should be cleaned once a year regardless of whether it has reached full pollutant
storage capacity, In addition, the system should be cleaned at the end of construction regardless
of whether it has reach full pollutant storage capacity,
Activity
Inspect and Clean as Needed
2
3
X
4
5
8
9
X
10
11
12
X
Inspect Bypass Structures
(if applicable) and Maintain
As Needed
X
X
X
X
Clean System"
X*
" The AquaSwirl™ should be cleaned once a year regardless of whether it has reached full pollutant
storage capacity.
Activity
Inspect and Clean as Needed*
2
3
4
5
8
9
10
11
12
X
Inspect Bypass Structures"
(if applicable) and Maintain
As Needed
x
X
Clean System"
X
X
"If the AquaSwirl™ did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction,
the system can be inspected every six months and cleaned once annually,
If the AquaSwirl™ reached full sediment or floatable pollutant capacity in less than 12 months in the First Year
Post-Construction, the system should be inspected as frequently as past history warrants (once every six months minimum)
and cleaned as needed. The AquaSwirl™ should be cleaned annually regardless of whether it
reaches its sediment or floatable pollutant capacity. External bypass structures should be inspected whenever the
AquaSwirl™ is inspected and maintained as needed,
Aqua-Swirl™ 0 and M Manual
Page 5
ccccccccccccccccccccccccccocccccccccccccccc
PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR
==========~======~=~===========~=~:=======~===========~=======~========================-==
===~ BasIns =~===========~=~=======~=_========~~=========================~======~=========
Name, B1
Group, BASE
==~~======~=============~========~~===========================================~===========
Status: Onsite
Uroi;: Hydrograph, ill1484
Rainfall File, Scaii 24
Rainfall Amount (in), 4.080
Area(ac), 2.500
Curve Number, 90.00
DCIA('t-), 0.00
Node: UGDETENl
T"~e, ses Unit Hydrograph
Peaking Factor, 484.0
Storm Duration (hrs) , 24.00
Time of Cone (min) , ]4.00
Time Shift (hrs) , 0.00
Max Allowable Q(cfs): 999999.000
Name, B2
Group, BASE
------------------------------~------ - ------------~---------------------------~----------------
Status, Onsite
Unit Hydragraph,
Rainfall File.
Rainfall Amowlt [in)
A:r-ea (ac)
Curve NumbeL
DCIA('l-) ,
Name, B3
Group: BI,SE
Unit Hydrograph:
Rainfall File:
Rainfall Amount (in) ,
Area (ae)
Curve Nurnber;
DCIA(%) ,
Uh484
Scsil -2lc
4.080
1.180
93.00
0.00
Uh484
Scsil -2lc
4.080
6.430
92.00
0.00
Node, UGDETEN3
Type, SCS Unit Hydrograph
Peaking Factor,
Storm Duration (hrs) ,
Time of Cone (min:' ;
Time Shift (hrs) ,
Max Allowable Q(cfs),
484.0
24.00
7.00
0.00
999999.000
Node, UGDETEN3
Type, SCS Unit Hydrograph
--------------------------------~---------------------~
Status: Onsite
Peaking Factor:
Storm Duration(hrs)
Time af Cone (min)
Time Shift (hrs) ,
Max Allowable Q(efs) ,
484.0
24 00
15.00
0.00
999999.000
Name, B4
Group, BASE
----~---~-----------~------------------------~------------------------------------------------------
Status: Onsite
Unit Hydrograph,
Rainfall File;
Rainfall Amount (ini ,
Area (ae)
Curve Number:
DCIA(%) ;
Uh484
SesH -24
4.080
2.110
92 00
0.00
Node: UGDETEN2
Type, SCS Unit Hydrograph
Peaking Factor:
Storm Duration(hrsi ,
Time of Cone (min} ;
Time Shift (hrs)
~1ax Allowable Qlefs),
484.0
24.00
9.00
0.00
999999.000
Name, B5
Group, BASE
--~-------------------------------------------------~-----------------------------------------------
Statl.JS ~ Onsite
Node, UGDETEN2
Type, SCS UlOit Hydrograph
PARKwoon WEST
5!30!06
Page 1 of6
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR
Unit Hydrograph, Uh484
Rainfall File, Scsii-24
Rainfall Amount (in) , 4.080
Area (ac) , 3.820
CUrve Number, 90.00
DCIA(%), 0.00
Name: B6
Group, EASE
Unit Hydrograph, Uh4S4
Rainfall File, Scsii-24
Rainfall Amount (in), 4.080
Area(ac), 7.010
Curve Number, 92.00
DCIA(%i, 0.00
Name, OFFSITE
Group, BASE
Unit Hydrograph,
:Rai.nfall File;
RainEall AIIlount (in) ,
Area (aci ,
Curve Number,
DCIA (%)
Uh484
Scsii-24
2.640
2.370
68.00
0.00
Peaking Factor, 484.0
Storm Duration (hrs) , 24.00
Time of Cone (min) , 11.00
Time Shift (hrs) , 0.00
Max Allowable Q,cfs}, 999999.000
-----~------------------._--~---------
Node, PONDA
Type, SCS Unit Hydrograph
Status, Onsite
Peaking Fac~or, 484.0
Storm Duration rhrs); 24.00
Time of Conc Imin) , 11 00
Time Shift (hrs) , 0.00
Max Allowable Q(efs), 999999.000
Node, UGDETEN2
Type, SCS Unit Hydrograph
Status, Onsite
Peaking Factor:
Storm Duration(hrs) ,
Time of Cone (min)
Time Shift (hrs) ,
Max Allowable Q(efs) ,
484.0
24.00
25.00
0.00
999999.000
======~=======:~========~=~==============~===~=============~====~==========~~'=======~=====
==== Nodes ~=~========~=~===============~====~===========~====~~==========================
=========~=================~==========~===============================================~~==
Name: OUT
Group' BASE
Type, Time/Stage
Ease Flow!cfs), 0.000
Time (hrs)
Stage!ft)
0.00
5.00
10.00
20.00
30.00
40.00
820.000
820.500
821.000
821..000
820.500
820.000
Name, PONDA
Group, EASE
T}~e, Stage/Area
Init Stage(ft), 820.000
Wa~n Stage(fL)' 824.000
Base Flow(cfs): 0.000
Init Stage (ft), 826.000
Warn Stage (ft) 833.000
PARKWOOD WEST
5/30/06
Page 2 of6
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
c c' c' c. c c c C, c: C C C c. c C c:' C C c' c c c c c c c. c c. c. c c c c c c c c. c c c C' c c
PROPOSED CONDITIONS INPUT- 10 y~~ 24 EOUR
Stage (ft)
826.000
827.000
828.000
829.000
830.000
831. 000
832.000
833.000
Name, UGDETEN1
Group' BASE
Type, Stage/Area
Stage(ft)
8<1.500
B25.000
828.500
Al'ea (ac)
0.2323
0.2660
0.3020
0.3400
0.3760
0.4152
0.4557
0.4975
Base Flow[cfs), 0.000
Init S;:age[ft): 821.520
Warn S;:age[ft), 330.000
Area(ac)
0.0100
0.0100
0.0100
Name, UGDETEN2
Group' BASE
Type Manhole, Flat Floor
Stage(ft)
822.240
829.240
Base Flow(cfs), 0.000
Plunge Factor: J..OO
Init Stage [ft], 822.410
r,..;rarn Stage(ft); 830.000
Area (ac)
0.0100
0.0100
Na,ne, UGDETEN3
Group' BASE
Type: Manhole. Plat Floor
Base Flow (cfs): 0.000
Plunge Factor, 1.00
Ini t Stage (ft), 822.170
Warn Stage(ft), 830.000
Stage(ftl Area(ac)
822.170 0.0100
829.170 0.0100
=;==================:=====================~=~=======================================~=====
==== Pines =~===================================~=========================================
Name: L2
GrDup~ BASE
===============================~================;==~w==========~====~==~=~==========~==:==
From Node, UGDETEN2
To Node, UGDETENl
Length(ft), 1436.00
Count: 1
Friction Equation~ Average Conveyance
Solution Algorithm, Automatic
UPSTREAM
DOWNSTREAM
PARKWOOD WEST
5/30/05
Page 3 of6
Interconnected Channel and Pond Routing Model (JCPR) lQ2002 Streamline Technologies, Inc.
c: C c. c c c c c' c. c c. c. c. c c c c c c c c c. c C" c c c c c c c c c c c. c c c c C. c: C C
PROPOSED CONDITIONS INPlTI'- 10 YKZill; 24 HOUR
Geometry :
Span (inl
Rise(inl
Invert (ft)
Manning I s N;
Top Clip [inl
Bot Clip [in) ,
Circular
84.00
64.00
622.240
0.013000
0.000
0.000
Circular
84.00
84.00
822.240
o 013000
0.000
0.000
Flow, Both
EntranCE LOSS Coef. 0.50
Exit Loss Coef, 0.00
Bend Loss Coef, 0.00
Outlet Ctrl Spec, Use dc Dr tw
Inlet Ctrl Spec, Use dn
Stabilizer Option, None
Upstream FHWA Inlet Edge Description,
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description,
Circular Concrete, Square edge >II headwalJ
Name, L4
Group, BASE
-----------------------~------------------------~---------------------~~-------------
From Node: UGDETEN3
To Node, UGDETENI
Length(ft): 2383.00
Count, 1
priction Equation; Average Conveyance
Solution Algori"hm, Automatic
FlOl';, Botb
Entrance Loss Coef, 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec, Use dc Or tw
Inlet Ct"" Spec, Use dn
Stabilizer Option: None
UPSTREAM
Geometry: Circular
Span(in) , 84..00
Rise (in), 84.00
Invert [ft), 822.170
Manning's N: 0.013000
TOp Cli.p(in) , 0.000
Bot Clip (lIl) , 0 000
DOWNSTRE.l\M
Circula:r.-
84.00
84. DO
821.500
0.013080
0.000
0.000
Upstream FHWA Inlet Edge Descri.pt.icn,
Circular CMP: Headwall
Downstream FHWA Inlet Edge Descripti.on,
Ci."cular CMP, Headwall
~==~:====~===~~-=~===========~==;=====~=-~==========~==~======~==============~========~===
-,;, D"op Structures ~~====~==;"=,;,;===,=~==~====_=_,;=,;=;,========~~===~___=;;=;=;;===
===:=========~===========~========~==~==============~=====~===~=============~=====~==;==
Name: L1 From Node: UGDETENl Length (ft) 170.00
Group: BASE To Node, OUT Count, 1
UPSTREAM DOWNSTREAM FrictiDn Equation: Averag8 Conveyance
Geomet:ry: Circular Circular Solution J\.lgorithm: Automatic
Span (in) 15.00 15.00 Flow~ Both
Rise (in) : 15.00 15.00 En'C.rance Loss Coef, 0.000
Invert (ft) 821.500 821 000 Exit Loss Coef, 0 750
Manning I s N, 0..01.2000 0.012000 OU.tlet Ctrl Spec: Use dc or tw
Top Clip (in) 0.000 0.000 Inlet Ctrl Spec: Use dn
Bot Clip (i:1) , 0.000 0.000 Solu"cion Incs: 10
Upstream FHWA Inlet Edge Description,
Circular Concrete: Square edge wi headwall
PARKNOOD ~IEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) le)2002 Streamline Technologies, Inc.
Page 4 of 6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR
Downstream FHWA Inlet Edge Description,
Circular Concrete: Square edge wi headwall
*** Weir 1 of 2 for Drop Structure L1 **'*
Count, 1
Type, Vertical, Mavis
Flow, Both
Geometry, Circular
Span (in) , 6.00
Rise (in) , 6.00
*** Weir 2 of 2 for Drop St~ructure Ll 'H
Count, 1
Type: Vertical, Mavis
Flow, Both
Geometry: Circular
Span (in) , 11 .50
Rise(in) , 11 .50
TABLE
Bottom Clip(in) , 0.000
Top Clip (in), 0.000
Weir Disc Coef, 3.200
Orifice Disc Coef: 0.600
Invert (ft) , 821.500
Control Elev(ft), 821.500
TABLE
Eottom Clip[in) , 0,000
Top Clip(in), 0.000
weir Disc Coef, 3.200
Orifice Disc Coef, O.GOO
Invert (ftl, 822.250
Control Elev (ft), 822.250
Name, L3
Group: BASE
---------------------------------------------------~---------------
Length [ft), 72,00
Count: 1
From Node, POND!\
Tc Node, UGDETBN2
UPSTREAM
Geometry: Circular
Span(in) , 12.00
Rise(in) , ]2.00
Invert (ft), 825.950
Manningls N: 0.013000
Tap Clip(ln), 0.000
Bot Clip(in~, 0.000
DOWNSTREAM
Circular
12.00
12.00
825,500
D,D13000
0,000
0.000
Upstream FHWA Inlet Ecge Description:
Circular Concrete, Square edge wi headwall
Downstream FHWA Inlet Edge Description;
Circular Concrete, Squa.re edge '_I headwall
...,.,Ir Weir 1 of 2 for DI'Op Structure L3 ..*
Count: 1
Type, Vertical: Mavis
Flow, Both
GEomet~y: Circular
Span (in) , 4.00
Rise (in~ : 4.00
*"*,.. Weir " of 2 for Drop Structure L3 h.
<
Friction Equation~ Average Conveyance
Solution Algcrithm, Automatic
Flow, Both
Entrance Loss Coef: 0.500
Exit Loss Coef, 0.000
Out,let Ctrl Spec = Use de or tw
Inlet Ctrl Spec, Use dn
Solution Incs, 10
TABLE
Bottom Clip (in); 0.000
Top Clip(in~, 0.000
Weir Disc Coef, 3.200
Orifice Disc Ccef; 0.600
Invert (ft); 826.000
Control Elev (ft); 826.000
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (rCPR) cg2002 Streamline Teclmologies, Inc.
Page 5 of6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR
Count: 1
T:'lpe; Horizontal
Flow: Both
Geometry: Rectangular
TABLE
Bottom Clip (in): 0.000
Top Clip (in): 0.000
Weir Disc Coef; 3,200
orifice Disc Coef, 0.600
Span [in)
Rise \in)
2.00
2.00
InvertIEt): 831.970
Control Elev(ft): 831. 970
====~==~======================:~============~======~==~============~=======~==~===========
;;=~ Hydrology Simulations _~;;;==========;;;=;=;;;;;;==;=;======;;=;=;;;_===;===;=;======
==============~=======~================~======================;==================~~=======
Name: 10YR24HR
Fllename: G,\SD\projectS\65493-Parkwood West\ENG\Detention\10YR24HR.R32
Override Defaults~ No
Time (hrs ~ Print Inc (min)
30.000 5.00
===========:====================~========================~==='=====~=====================~=
==== Routing Simulations ===~~====~=:==~~=~========~~=='=====~============~=====~====~=====
===:~====~~=============~=========:~============;=======~==========~~~========~~========:~
Name, 10YR24HF; Hydrology Sim: 10YR24HR
Filename, G: \SD\Proj ects \55 ~93 -Parkwcod West \ENG\Detention \10YR2..ER, 13 2
Execute: Yes
Alternative~ Nc
Restart: No
Patch: No
Max Uelta Z(ftl
Time Step Optimizer:
Start Time (hrs I .
Min Calc Time (see)
BOundary Stages,
1. 00
10.000
0.000
0.5000
Delta Z Factor: 0.00500
End Time (hrs) : 30.00
~Iax Calc Time (see): 60.0000
Eoundary Flows:
Time Ihrs) Print Ine (min)
30.000 5.000
Group Run
BASE
Yes
==== Boundary ConditionE ================================================~===========~~==:
=========================~============================~==============~=======~============
===========~~~~======~==============~=====================================================
PARKWOOD WEST
5/30/06
Interconnccted Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page G of 6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS- 10 YEAR 2~ HOIR
BASIN SUMMARY
Easin Name = B1
Group Name, BASE
Slmulation, 10YR24HR
Node Name, UGDETEN1
Basin Type, SCS Unit Hydrograph
Unit Hydrograph, Uh484
p.eaking Fator, 484.0
Spec Time Inc {min); 1.8'1
Camp '.rime Inc (min): 1.87
Rainfall File: SCSil-24
Rainfall Amount (in), 4.080
Storm Duration (hrs) , 24.00
Status, Onsite
Time of Cone (min) , 14.00
Time Shift (hrs) , 0.00
Area (ac) , 2.500
Vol of Unit Hyd (in), 1.001
Curve Number: 90.000
DCIA (%), 0.000
Time Max (hrs): 12 04
Flow Max (cfs): 8.8B5
Runoff Volume (in): 2.991
Runoff Volume (ft,), 27140.579
-------------~--------------------~-----------------~
Basin Name: B2
Group Name, BASE
Simulation, 10YR24HR
Node Name, UGDETEN3
Basin Type: SCS Unit Hydrograph
Unit Bydrograph: ~~484
Peaking Fato~: 484.0
Spee Time Ine (min) , 0.93
Comp Time Ine (min): o. 93
Rainfall File, Sesli-24
Rainfall Amount (in), 4 080
Storm Duration (hrs): 24.00
Status, Onsite
Time of Cone (rnin): 7.00
Time Shift: [h1:"8) , 0.00
Area (ac). 1.1BO
Vol of Unit Hyd (in): 1_000
Curve Number: 93.000
DeIA (%), 0.000
Time Max (hra): 12.01
Flow Max (cEs), 5.117
Runoff Volume (in), 3.293
Runoff Volume (ft3): 14104.944
------------------------------------------
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (I CPR) @2002 Streamline Technologies, Inc.
Page 1 of4
CCCCCCCCCCCCCCCCCCCCCCCCCCCCCCGCCCCCCCCCCCC
PROPOSED eONDITIONS- 10 ~EAR 24 HOUR
BASIN Sur.IMARY
Basin Name: B3
Group Name, BASE
Simulation, 10YR24HR
Node Name: UGDETEN3
Basin Type: SeS Unit Hydrograph
Unit Bydrograph:
peaking Fator:
Spec Time Ine (min]:
Comp Time Ine (min]:
Rainfall File:
Rainfall Amount i in) :
Storm Duration (hrs):
Status,
Time of Cone (min):
Time Shift (hrs) ,
Area (ae),
Vol of Unit Hyd (in):
Cu:-ve Number:
DeIA (%):
Time Max (hrs):
Flow ~Iax lefs}:
Runoff Volum~ [in)
Runoff Volume (Et3):
Uh484
484"0
2.00
2.00
8e8ii-24
4.080
24.00
Onsite
15.00
o 00
6,4.30
1.000
92.000
0.000
12,07
23.422
3.191
74.471.251
-----------------~-----------------~-------~-------~------------------~---------
Basin Name: E4
Group Name: BASE
SHm:lation: 10YR24HP.
Node Name: UGDETEN2
Basin Type: SCS Unit liydrograph
Unlt Hydrograph,
Peaking Fator:
Spec Time Ine (min):
Camp Time Inc (min}:
Rainfall File:
Rainfall Amount lin)
Storm Duration (1:1::"8)
Status,
Time of Cone {min}:
Time Shift (hrs):
I'.rea (ae):
Vol of Unit Hyd (in),
Curve Number:
DeIA (,\,),
Un484
484.0
1. 20
1. 20
Scsii-24
4.080
24,00
Onsite
9.00
0.00
2.130
l.OOO
92.000
0.000
Time Max (hrs) , 12.02
Flow Max (cfs): 8,822
Runoff Volume (in): 3.191
Runoff Volume IfU), 24659,326
-------~---------~--------------------------------------------------------------
PARKWOOD WEST
5/30/06
Page 2 of 4
Interconnected Channel and Pond Routing Model (ICPR) <<:12002 Streamline Technologies, Inc.
cccccccccccccccccccccccccoccccccccccccccccc
PROPOSED CONDITIONS- 10 YEAR 24 HOUR
BASIN SUMMARY
Basin Name: BS
Group Name, BASE
Simulation, 10YR24HR
Node Name: UGDETEN2
Basin Type, SCS Unit Hydrograph
Unit Hydrograph:
Peaklng Fator:
Spec Time Ine (Olin):
Camp Tlme Ine (Olin):
Rainfall File:
Rainfall Amount (in):
Storm Ducation [hrs):
Status;
Time of Cenc [Olin):
Time Sb.ift ,b.rs):
Area (ac):
Vol of Unit Hyd (in):
Curve Number;
DCIA (%),
uh484
484.0
1.47
1,47
Scsii-24
4.080
24.00
Onsite
11.00
0.00
3.820
1.000
90,000
0.000
Time Max (hrs):
Flow Max (cfs):
Runoff Volume [in)
Runoff Volume (Et3)
12 03
14 569
2.990
41467.823
----------~-------------------------------------~-----------------------------
Basin Name: B6
Group Name: BASE
Simulation: 10YR24HR
Node Name: PONDA
Basin Type: SCS Unit: Hydrograph
Unit Hydrograph: Uh484
Peaking Fator: 484.0
Spec Time Inc (Olin), 1.47
Comp Time Inc (min): 1.47
Rainfall File: Scsii-24
Rainfall Amount (in): 4.080
Storm Duration Ihro): 24 00
St.atus: Onsite
Time of Cone (Olin): 11.00
Time Shift (hrs): 0.00
Area (ac): 7.010
Vol of Unit Hyd (in): 1 000
Curve Number: 92.000
DCIA ['ii): 0,000
Time Max [hrs): 12.03
Flow Max [cfs): 27.,71
Runoff Volume (in): 3.190
Runnff vnlume Ift3): 81172.0l3
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 3 of4
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS- 10 YEAR 24 HOUR
BASIN SmlMARY
Basin Name: OFFSITE
Group Name: BASE
Simulation: 10YR24HR
Node Name: UGDETEN2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph,
Peaking Fator,
spec Time Ine (minI'
Camp Time lue (ruin};
Rainfall File,
Rainfall Amount (in)
Storm Duration (hra)
Status:
Time of Cone (min];
Time Shift (hrsJ,
Area (ac):
Vol of Unit Hyd (in):
Curve Number:
DCIA ('1-):
Time Max (hrs):
Flow Max IcEs):
Runoff Volume (in):
Runoff Volume (En):
PARKNOOD WEST
5(3D/06
Uh484
484.D
3.33
3.33
Scsii-24
2.640
24.00
Onsice
25.00
0,00
2,370
1.000
68.000
0,000
12.22
0.757
0.450
3871.4.09
Page 40f4
Interconnected ChalUlel and Pond Routing Model (JCPR) (92002 Streamline Technologies, Inc.
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS' - 10 YEAR 24 HOUR
Max Time Max Warning Max Delta Max Surf ~Iax Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inf 1 01,1.' Inflow Outflow Outflow
hrs ft ft ft ftz hrs efa hrs cfs
OUT BASE 10YR24HR 10 .00 821 ,000 824,000 0.0017 0 1<,85 6.401 0.00 0,000
PONDA BASE 10YR24HR 14 .65 830,124 833.000 0.0050 16591 1<.00 27.498 15,13 0.a05
UGD8TENl BASE 10YR<4HR 12 .85 826.109 830.000 0.0050 13435 16.01 44 . 909 12.85 6.401
UGDETEN2 BASE 10YR<4HR 12 .8< 826.120 830.000 0.0050 5432 12.00 23 985 16.01 43. 912
UGDE TEN 3 EASE 10YR24HR 12 .84 826.109 830.000 0.0050 8619 12.00 2'/.086 12.08 10.322
I 0 - 'f Eil-Tl..
?-1E- L$A- 5 j2:
-:::
~~4o c:E
PARKwOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) lQJ2002 Streamline Technologies, Inc.
Page 1 of 1
coccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS lNPu, - 100 YEAR 24 HOUR
=====~~~============~================~~==~=====~~===~===~==============~=~~:===========~==
==== Basins ==================~=~===========~==================~===~======================
Name, Bl
Group, BASE
===~=;=================================~~=================================================
Status, Onsite
Unit Hydrograph, Uh484
Rainfall File, Scsil-24
Rainfall Amount. (in) , 6.000
Area (ac), 2.500
Curve Number, 90.00
DClA (%), o. 00
Name, B2
Group, BASE
Unit. Hydrograph, Uh484
Rainfall File: Scsii-24
Rainfall Amount (in), 6.000
Area(ac): 1.180
Curve Nurrber, 93.00
DClA(%), 0.00
None, UGDETEN1
Type, SCS Unit Hydrograpb
peaking Pactor: 484.0
Storm Duration (brs) : 24.00
Time of Cone (min) ~ 14.00
Time Shift (brs) , 0.00
Max Allowable Q (efs), 999999.000
------------------------------------------------------------------
Node: UGDETEN3 Status, Onsite
Type, SCS Unit Hydrograph
peaking Factor, 484.0
Storm Duration (hI's): 24 _ 00
Time of Conc(min): 7.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Name, B3
GrDllp' BASE
---------------------------------------------------------------------------------------------
Status= Onsite
lJni t Hydrograph ~
Rainfall File~
Rainfall .~ount(in),
!"rea (ac)
CUPJe NuIT.ber:
DClA(~} :
Uh484
Sesii-24
6.000
6.430
92.00
0.00
Node, UGDETEN3
Type, SCS Unit Hydrograpb
Peaking Factor,
Storm Duration(hrsJ ;
Time of Cone (min)
Time Shift (hI'S) ,
Max Allowable Q(cfs),
484.0
24.00
15.00
0.00
999999.000
Neme, B4
Group, BASE
--------------------- ------------------------------------------------------------------------------
Status~ Onsite
Unit Hydrograph: Uh484
Rainfall File, Scsii-24
Rainfall Amount (inJ , 6.000
Area (ac) , 2.130
Curve Number, 92.00
DCIA[%), 0.00
Node, UGDET EN 2
Type, SCS Unit Hydrograph
Peaking Factor. 484.0
Storm Duration (hI's) : 24.00
Time of Cone (min) : 9.00
Time shift (hrs) : 0.00
Max Allowable Q(cfs), 999999.000
Name: 85
Grcup: BASE
-----------------~~~--------------------------------------------------------------~------------
Status. Onsite
None: UGDETEN2
Type, SCS Unit Hydrcgraph
PARKWOOD WEST
5/30/06
Page 1 of6
Illterconnected Channel and Pond Routing Model (ICPR) tQ2002 Streamline Teclmologies, Inc.
c: C' C C C C C C c' c c c c c c c c C' c c C~' c c c c c c c c c c c c C c: C C C C C C C CI
PROPOSED CONDITIONS INPUT - 100 YEAR 24 HOUR
Unit- Hydrcgraph; Uh484
Rainfall File; Scsii-24
Rainfall Amount (in); 6,000
Area (ac) : 3,820
Curve Number: 90.00
DCIA(t): 0.00
Name; B6
Group; BASE
Unit Hydrograph, Uh484
Rainfall File, Scsii-24
Rainfall AmounL(inl' 5,000
Area (ac); 7,010
Curve Number: 92.00
DOIA(>), 0.00
NamE>' CPFSITE
Group' BASE
Unit Hydrograph: Uh484
Rainfall File: Scsii-24
Rainfall Amo"nt(ln): 4,080
Area (ac): 2.370
Curve Number: 68.00
DCIA(t): 0,00
Peaking Factor: 484 0
Storm Duration (hrs) : 24,00
Time of Oonc(min): 11,00
Time Shift (hrs); 0,00
Max Allowable Q(cfs), 999999.000
Node: PONDA
Type: SCS Unit Hydrograph
Status: Onsite
Peaking Factor; 484,0
Storm Duration (hrs) : 24,00
Time of Cone (min): 11,00
Time Shift: (hrs) , 0.00
Max Allowable Q(efs): 999999,000
Node: UGDETEN2
Type: SCS Unit Hydrograph
Status~ Onsite
Peaking Factor: 484,0
Storm Duration (hrs) : 24,00
Tlme of Cone (min) : 25,00
Time ShiEt (hrs); 0.00
Max Allowable 0 [cfs~: 999999.000
======~===~=:=====~~=:==~=====================:=======~=====================;~========~==~
==== Nodes ===~=========================================================;========~~=======
------------~----------------------------------------~------------------------~~----------
-~---------------------------------~~-----------------------------------------------------
Name, OUT
Group, BASE
Type: Time/Stage
Base Flm:(cfs): 0,000
Time (hra)
Stage(ft)
o 00
5,00
10.00
20,00
30 00
40 00
820,000
820,500
821.000
821.000
820.500
820,000
Inil: Stage (ft): 820,000
Warn Stage(ft): 824,000
Name, PONDA
Group, BASE
Type: Stage/Area
------------------------------------------------------------------------------------------
lnit Stage [ftJ 825.000
Warn Stage(ft): 833,000
Base F1ol'[efsl, 0.000
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) ~20{)2 Streamline Teclmologies, Inc,
Page 2 of6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT - 100 YEAR 24 HOUR
Stage (ft)
826.000
827.000
828.000
829.000
830.000
831.000
332.000
833.000
Name, UGDETENl
Group, BASE
Type, Stage/Area
Stage(ft)
821.500
825.000
828.500
Area(ac)
0.2323
0.2660
0.3020
0.3400
0.3760
0.4152
0.4557
0.4975
Base Flow(cfsJ, O. ooa
Ini t Stage (ft), 821. 520
Warn Stage(ft), 830.000
Area(ac]
o 0100
0.0100
0.0100
Name, UGDETEN2
Group' BASE
Tyre, Manhole, Flat FIDor
Base F1DW(cfs). o.aoo
Plunge Factor. 1.00
Init Stage (ft), 822.410
Warn Stage (ft), 830. ODD
Stage (ft) Area lac)
822.240 0.0100
829.240 0.0100
Name, UGDBTEN3
Group, BASE
Type, ~1anhole,
Stage(ft)
822 170
829 170
Base Flow(cfs), 0.000
Plunge "--'actor: 1.'00
Imt Stage (ft), 822.170
Warn Stage (ft) , 830.000
Flat Floor
!'r-ea (ac)
--------~-------------------------------~-------------------------------------------------
---------------------------------------------------------------------------~--------------
0.0100
0.0100
~=~= Pipes ===========~==.================================;~=============~================
Name, L2
Group. EASE
-------------------------------------------~------------------~~~~~------~-------~--------
-----------------~-------------------~----------~-----------------~-----------------------
From Node' UGDETEN2
To Node, UGDETENl
Length(ft), 1436.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
UPS'rREAl-1
DOWNSTREAM
FARKwOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) CQ2002 Streamline Technologies, Inc.
Page 3 ofG
C c: C C C C c. c c c C c: C C C c' c c c~ c c c c c c c c c c c c c c c c c c c c c c c c
PROPOSED CONDITIONS INPUT - 100 YEAR 2~ HOL~
Geometry:
Span (in) ,
Rise (in) :
Invect (ftJ
Manning1s N;
Top Clip [in) ,
Eat Clip [in) ,
Circular
84.00
84.00
822.2~0
0,013000
0,000
0.000
Circular
84,00
84.00
822.240
O.OBOOO
0.000
O.OOD
Flow, Both
Entrance LOSS Coef~ 0.50
Exit Loss Coef: 0.00
Eend Loss Coef, 0.00
Outlet Ctrl Spec, Use de or tw
Inlet Ctrl Spec, Use dn
Stabilizer Option: None
Upstcean, FHNA Inlet Edge Descript:lon,
Ciccular Concrete, Square edge w/ headwall
DO~~6tream FHWA Inlet Edge Description:
Circular Concrete, Square edge w/ headwall
Name: L4
Group, EASE
------------------------------- ---------------------------------------------------------------------
From Node; UGDETEN3
To Node, UGDETENl
Length(ftJ: 2333.00
Count: 1
Friction Equation; Average Conveyance
Solution Alg~rithm: Automatio
Flow: Both
Entrance L~ss Coef: 0,50
Exit LOSS Coef, 0.00
Eend Loss Coef: 0,00
Outlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec, Use dn
Stabilizer Option; None
UPSTREJI.M
Geometry: Circular
Span (in), 84. OD
Rise (in), 84.00
Invert(ft): 822.170
Manning's N, 0.013000
Top Clip[inJ, 0.000
B~t Clip[in): 0,000
DOWNSTREAl-I
Circular
84,00
84.00
821.500
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Descripclon,
Ci rcular CMP, Head'""all
Downstream FHWA Inlet: Edge Description:
Circular CMP, Headwall
================;==========~================~===~========~~===~======================:===~
==== Drop Structures =~=====================~==========~==N================~~=============
=~=================~===================~============~============================~========
Name: Ll From N'ode: UGDETENl Length (ft) : 170.00
Group, BASE To Node, OUT C~unt : 1
UPSTREAM DOi\lNSTRE!\.M Fricticn Equation: Average Conveyance
Geometry: Circular Ci rC'Jlar Solution Algorithm: Automatic
Span [in) , ]5.00 15,OD Flow, Both
Rise (in) , 15.00 15 00 Entrance Loss Coef: 0.000
Invert (ft) , 821,500 821.000 Exit Los:; Coef, 0.750
Manning's 1\': 0 012000 O. D12000 Outlet Ctrl Spec, Use de- ar tw
Top Clip (in) , 0,000 0.000 Inlet Ctrl Spec, Use dn
Bot Clip (lll) , 0.000 0.000 SollJtion Ines: 10
Upstream FBWA Inlet Edge Dese-ripclon,
Ciccular Concrete, Square edge w/ headwall
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page4of6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT - 100 YEP~ 24 HOUR
Downstream FHWA Inlet Edge Description:
Clrcular Concrete: Square edge wi headwall
<.. Weir 1 oE 2 for Drop StnJctllre Ll . ..
Count: 1
Type: Vertlcal, Mavis
Flow: Both
Geometry: Circular
Span I in) 11 .50
Rise [in) 11 .50
*.#1;:* Weir 2 of 2 for Drop Structure Ll '\OI1r::'I
Count,
Type, vertical: Mavis
Flow~ Both
Geometry: Circular
Span (in) , 6.00
Rise [inj : 6.00
Na1l1e= L3
Group, BASE
TABLE
Bottom Cliplin): 0.000
Top Clip(in): 0.000
Weir Disc Goef: 3.200
Orifice Disc Coef: 0.600
Invert 1ft): 822.250
Control Elev(ft) 822.250
TABLE
Bottom Clip (in)
Top Clip (in) ,
Weir Disc Coef:
Orifice Disc Coef~
0.000
0.000
3.200
0.600
Invert (ft): 821.500
Corotro1 Elev(ft), 821.500
From Node, PONDA
TO Node, UGDETEN2
Length (ft): 72.00
Count: 1
UPSTREJI,,,,
Geometry, Circular
Span (in), 12.00
Rise (in]: 12.00
Invert (ft) , 825.950
Manning's N, 0.013000
Top Clipli~), 0.000
Bot Cliplin), 0.000
DOWNSTREAN
Circular
12.00
12.00
825.500
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete, Square edge wi headwall
Downstream FEWA Inlet Edge Description,
Circular Concrete, Square edge wi headwall
*** Weir 1 of 2 for Drop Structure L3 ***
Count, .1
Type: Vertical: Mavis
Flow, Both
Geometry, Circular
Span (in) : 4.00
Rise(in),4.00
*** Weir 2 of 2 for DI.-op St.T1Jcture L3. ,*,**
Friction Equation: Average Conveyance
Solution Algorithm, Automatic
Flow, Both
Entrance Loss CoeE: 0 500
EXlt Loss Coef: 0.000
Outlet Ctrl Spec, Use dc or tw
Inlet Ctrl Spec, Use d~
Solution Incs, 10
TABLE
Bottom Clip I in) ,
Top Clip (in) ,
Weir Disc Caef:
Orifice Disc Coef,
.000
,000
.200
,600
Inven:(Et): 826,000
Control Elev(ft), 826.000
PARKWODD WEST
5/30/06
Page 5 of6
Interconnected Channel and Pond Routing Model (ICPR) cg2002 Streamline Teclmologies, Inc.
ccccccccocccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS INPUT - 100 YEAR 24 HOUR
TABLE
Count: 1
Ty-pe: Hori zonta 1
Flow: Both
Geometry: Rectangular
Bottom Clip I in): 0.0 DO
Top Cliplin): 0.000
Weir Disc Coef: 3.200
OriEice Disc CoeE: 0.600
Span I in)
Rise (in)
2.00
2,00
Invertin): 831.970
Control Elev lEt): 831.970
= = = = Hydro logy S i mul at ions = = = = = = = === = = == ==:: ~ ==- == '" "" == '"' = = = == = = = = = == == =.= = = = == = = == == == = = = = = == =:::
Name. lOOYR24HR
Filename. G:\8D\projects\65493-parkwood West\ENG\Detention\100YR24HR.R32
Override Defaults: No
T>me (hrs)
Print In~ (min)
30.000
5.00
==== Routing Simulations ===~===~===============================~=:~~=====================
Name: 100YR24HR Hydrology Sim: 100YR24HR
Filename: G:\8D\projects\65493-parkwood West\ENG\Detention\100YR24HR.I32
Execute: Yes
Alternati.ve: No
Restart, No
Patch: No
Max Delt.a Z (Et.) :
Time Step Optimizer:
Start Time [Ius) :
Min Calc Time (see) :
Boundary Stages:
1.00
10.000
o 000
0.5000
Delta Z Factor: 0.00500
End Time (hrs) : 30.00
Max Calc Time(sec): 60.0000
Bounda:::-y Flows:
Time (hrs) Print In~lmin)
30.000 5.000
Group Run
BASE
Ye.s
==== Boundary Conditions ========="=======================================================
PAAKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 6 01"6
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS - 100 YEAR 24 HOUR
BASIN SUMMARY
Basin Name, B1
Group Name. EASE
Simulation, 100YR24HR
Node Name, UGDETEN]
Basin Type, SCS Un"t Hydrograph
Unit Hydrograph,
Peaking Fator;
Spee Time Ine (min):
Camp Time Ine (min):
Rainfall File:
Rainfall Amount (in)
Storm Duration (hra)
Status:
Time of Cone (min)
Time Shift (hra)
Area (ac) ,
Vol of Unit Hyd (in),
Curve Number:
DeIA (1;):
Time Max (hrs) ,
Flo"! Max (cfs!:
R.unoff Volume ,in):
Runoff Volume (ft3):
UM84
484.0
1. 87
1. 87
Scsii-24
6.000
24.00
Onsite
14.00
0.00
2.500
1.001
90.000
0.000
12.04
13 . 993
4.839
43911. 767
Basin Name: B2
Group Name: BASE
Simulation: 100YR24HR
Node Name: UGDETEN3
Basin Type: ses Unit Hydrograph
Uni t Hydro9ra!?h~
Peaking Fator:
Spec Time Ine (min):
Camp Time Inc (Olin):
RainEa 11 File:
Rainfall AmOUl1t (in):
Storm Duration [hrs):
Status:
Time of Cane [min):
Time Shift [hrs):
Area (ae):
Vol of Unit Hyd (inl:
Curve Number;
DeIA (%):
Time Max (hrs}:
Flow Max (cfs}:
Runoff Volume {in~:
RunoEf Volume Ift31
Uh4.e.,;,
484. 0
0.93
o 93
Scsii-24
6.000
24.00
Onsite
7.00
0.00
1.180
1.000
93.000
0.000
11.99
7 _? 90
5.175
22166.652
PARKWOOD WEST
5/30/06
IntercOlUlected Cham1el and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page lof4
C' C C C C C C C C C C:I C C C C C C C c. C C C C C C C C C; C C C C C C C C C C C C C C C
PROPOSED CO~~ITIONS - 100 YEAR 24 HOUR
BASIN SUMMARY
Basin Name I B3
Group Name I BASE
Simulation, 100YR24HR
Node Name: UGDETEN3
Easi~ Type: SCS Unit Hydrograph
Unit Hydrographl
peaking Fator:
Spec Time Ine (min) I
Camp Time Ine (miD):
Rainfall Fi1el
Rainfall Amount [in) I
Storm Duration (hr5~:
Status I
Time of Cone (min) I
Time Shift (hrs) I
Area [ac),
Vol of Unit Hyd [in} I
Curve Number I
DCIA (%) I
Time Max (hrs)
Flow Max (efs I
Runoff velume (inl
Runoff Volume Ift3)
Uh484
484.0
2.00
2.00
Sesii~24
6.000
24..00
Onsite
15.00
0.00
6.430
1.000
92 .000
0.000
12.07
36.107
5.063
118167.682
Basin Name I B4
Group Name I BASE
Simulation I 100YR24HR
Node Name I UGDETEN2
Basin Type I SCS unit Hydrograph
Unit Hydrograph:
Pe2-king Fator:
Spec Time Ine (min)
Comp Time Ine (min)
Rainfall Filel
Rainfall Amount (in)
Storm Duration (hrs) ,
Status;
Time of Cone (min):
Time Sh,ft (hrs) ,
Area [ae)'
Vol of Unit Hyd [in).
Curve Number I
DCIA (%) I
Time Max (hrs) I
Flew Max (efs) I
Runoff Volume [in):
Runor f Volume (Et 3) ,
Uh484
484.0
J .20
1. 20
Scsii-24
5.000
24.00
Onsite
9.00
0.00
2.130
1. 000
92 .000
0.000
12.02
13.551
5.063
39144.193
PARKNOOD NE;ST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR):92002 Streamline Teclmologies, Inc.
Page 2 of4
cccccccccccccccccccccccccccccoccccccccccccc
PROPOSED CONDITIONS - 100 YE_~ 24 HOUR
BAS IN SUMMARY
Basin Name: B5
Group Name, BASE
Simulation, 100YR24ER
Node Name, UGDETEN2
Basin Type, SCS Unit Hydrograph
Unit Hydrograph, Uh484
Peaking Fater, 484.0
Spec Time Ine (min) , 1.47
Camp Time Ine (min): 1.47
Rainfall File: Scsii-24
Rainfall Amount (in), 6_000
Storm Duration (hrs) , 24.00
Status: Onsite
Time of Cone (min) , ].1.00
Time Shift (hrs) , 0.00
Area [ac) , 3.820
Vol of Unit Hyd [in), 1_000
Curve Number, 90.000
DCI!>. (%), 0.000
Time Max (hrs) , 12 _ 03
Flow Max (cfs), 22.86:
Runoff Volume [in), 4_8:3
Runoff Volume (Et3), 67092.684
Basin Name, B6
Group Name, BASE
Simulation: lOOYR24ER
Node N~me, PONDA
Basin Type: SCS Unit Hydrograph
Unlt Hydrograph, Uh484
Peaking Fatcr, 484.0
Spec Time Ine (min) , 1.47
Camp Time Inc (min): 1.47
Rainfall File: Scsii-24
Rainfall Amount (in), 6.000
Storm Duration (hrsJ: 24 _ 00
Status, Onslte
Tlme of Cone (min) , 11.00
Time Shift (hrs) , 0.00
Area (ae) , 7.010
Vol of Unit Hyd (in), 1 000
Curve Number, 92 _ 000
DCIA ('10), 0.000
Time Max (hrs) , 12.03
Flow Max (cfs) , 43.062
Runoff Volume (in), 5.062
Runoff Volume (ft3), 12HBOl.oHl
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) ibJ2002 Streamline Technologies, Inc.
Page 3 of4
c c c c' c c c c' c c c c c c' c c' c c c c c c C c: C C C C C C C c; c c c c c' c c c c c c
PROPOSED CONDITIONS - 100 YEAR 24 HOUR
BASIN SUMMARY
Ba5in Name, OFFSITE
Group Name, EASE
Simulation, 100YR24HR
Node Name, DGDETEN2
Basin Type, SCS Unit Hydrograph
Unit Hydrograph, Uh484
Peaking Fator, 484.0
Spec Time Ine (min) , 3.33
Comp Time Ine (min) , 3.33
Rainfall File: Scsii-24
Rainfall Amount (in), 4.080
Storm Duration (hrs) , 24.00
Status, Onsite
Time of Cone (min) , 2S. 00
Time Shift (l1rs) , 0.00
Area (ae) , 2.370
Vol of Unit: Hyd [in). 1.000
Curve Number, 68.000
DeIA it), 0.000
Time Max (hrs) , 12.17
Flow Max (cis) = 2 640
Runoff Volume (lnl, 1.254
Runoff Volume (ft3) , 10790.217
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) (g2002 Streamline Technologies, Inc.
Page 4 of4
ccccccccccccccccccccccccccccccccccccccccccc
PROPOSED CONDITIONS - 100 YEAR 24 HOUR
Max Time Max Warning Max Delta Max Surf Max Time Max [J)ax Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflo'", Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
OUT BASE 10QYR24HR 10.00 821.0QO 824.0QO 0,0017 0 12.87 9.078 0.00 0.000
PONDA BASE 100YR24HR 15.8S 832.200 833.000 0.0050 20215 12.00 42.472 17,90 1.060
UGDETEN1 BASE 100YR24HR 12.87 829.795 830.000 0,0076 1104 12.00 50.854 12.87 9.078
UGDET8N2 BASE 100YR24l!R 12.37 829.798 830.0QO -Q 0080 687 12.00 38.385 12.00 23.005
UGDET EN 3 BASE 100YR24l!R 12.37 629.7~l7 830.000 0,0050 853 12.UO 41.901 11.99 15.249
( ex? -"-(~
'P:rJ .E:*S'F- ~ 9.015' cE
PARKWOOD WEST
5/30/06
Interconnected Channel and Pond Routing Model (ICPR) C92002 Streamline Teclmologies, Inc.
Page 1 of 1